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HomeMy WebLinkAboutVadnais Corporation; 2008-12-30; PWS09-05ENG Part 2 of 2TECHNICAL SPECIFICATIONS SECTION 01010 SUMMARY OF WORK PART 1 - GENERAL 1.01 WORK OF THIS SECTION A. All work shall comply with the Final Mitigated Negative Declaration for the North Agua Hedionda Interceptor Western Segment Realignment Project, July 2007, including recommended Mitigation Measures section 3.0 pages 3-54 thru 3-62. B. The project consists of installing approximately 1,800 linear feet of 42-inch welded steel pipe casing and 30-inch OD fused HDPE carrier pipe using microtunneling techniques, including associated connecting pipe and access holes, the relocation of approximately 370 linear feet of existing 24-inch PVC sewer pipe and associated new access holes, and the rehabilitation of six existing access holes. C. Work is Located: 1. Along the northern shoreline of the Agua Hediondia Lagoon between Hover Street and Cove Drive. D. Materials are as Follows: 1. Material list: a. 369 LF of 24" SDR 35 PVC pipe and appurtenances (See sheet 3, 6 and 8) b. 1,790 LF of 42" Steel pipe (casing) (See sheet 3-6) c. 1,790 LF of 30" DR11 IPS HDPE (carrier) (See sheet 3-6) d. 43 LF of 12" C900 PVC pipe and appurtenances (See sheet 3) e. 279 LF of 6" PVC pipe and appurtenances (See sheet 5, 6 and 8) f. 9-5-ft diameter Sewer Access Holes (See sheets 3, 6 and 8) g. 1-6-ft diameter Sewer Access Hole (See sheet 8) h. 1-12-ft diameter, 40-ft deep Sewer Access Hole. (See sheet 4) i. 6-Access Hole Rehabilitations (See sheets 6, 7, and 8) PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01010 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Summary of Work CP3537 August2008 01010-1 SECTION 01025 MEASUREMENT AND PAYMENT PART 1 - GENERAL 1.01 DESCRIPTION Measurement and payment for bid items listed in the proposal shall be based upon use of a lump sum or unit price method. Extra work or changes in the Work shall be accomplished as provided in the Special Provisions. 1.02 RELATED WORK (NOT APPLICABLE) 1.03 SUBMITTALS (NOT APPLICABLE) 1.04 PAYMENT A. Payment for Unit Price Items: Payment for a unit price bid item shall be based upon the amount shown in the bid schedule multiplied by the total quantity measurement of the item and shall be full compensation for furnishing all labor, transportation, materials, equipment, tools and appurtenances required for construction of the item complete in place in accordance with the Plans and Specifications. B. Payment for Lump Sum Items: Payment for lump sum bid items shall be based upon the amount shown in the bid schedule and shall be full compensation for furnishing all labor, transportation, materials, equipment, tools and appurtenances required for construction of the unit complete in place in accordance with the Plans and Specifications. C. Work Not Listed in the Bid Schedule: Costs for related work and appurtenances which are required and/or implied by the General Provisions, Technical Specifications, Special Provisions and Plans and are not listed as a separate bid item but are necessary to complete the project shall be included in the appropriate bid item or items within the proposal. PART 2- MATERIALS 2.01 GENERAL (MEASUREMENT) Measurement for unit price quantities shall be based upon the appropriate bid item in the proposal. The actual quantity of measurement shall be as constructed by the Contractor in place in conformance with the Plans and Specifications. 2.02 LINEAR MEASUREMENTS Pipelines' and related facilities' measurement shall be made horizontally and/or vertically along the centerline of the pipeline and related facilities through tees, bends, valves, fittings and as shown on the Plans for its limits or as otherwise specified in the Special Provisions. Access holes and vaults shall be measured vertically from the lowest to the highest elevations and as shown on the Plans or as otherwise specified in the Special Provisions. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Measurement and Payment CP 3537 August 2008 01025 - 1 2.03 AREA MEASUREMENTS Measurement for bid items involving area units shall be based upon the surface area measured in acres, square yards, square feet or as indicated in the bid item. 2.04 VOLUME MEASUREMENTS Measurement for bid items involving volume units shall be based upon the volume measured in cubic yards, tons or as indicated in the bid item. 2.05 UNIT MEASUREMENTS Measurement for bid items involving units of the item shall be based upon the number of units counted as indicated in the bid item. 2.06 LUMP SUM MEASUREMENT Measurement for a lump sum bid item shall be considered as a complete project or a portion of a project constituting a unit. The sum of all bid items shall constitute a complete and operable project. Included in all bid items are required materials, installation, testing and cleanup, as stipulated in the contract technical specifications. Lump sum work for each specified sheet includes conforming to the details referenced on the sheet, even of the detail is shown on a separate sheet and include repair and/or restoration of the site and all improvements to pre-existing conditions. The items to be included in the lump sum bid shall be as specified in the proposal bid item and/or the Standard or Special Provisions. The following provides further detail of each bid item as specified on the contract bid form: Item A-l Mobilization and Demobilization. Fixed lump sum item for mobilization and demobilization. Item A-2 West Microtunneling Shaft - Work in general includes but is not limited to all construction activities related to the west jacking shaft, including temporary grading for staging and access, excavation, shoring, sheet piles, stock pile of excavated material, BMPs related to the excavation, dewatering as necessary, sheet pile removal, backfill, compaction and restoration of the disturbed area. Backfill occurs after completion of Item A-7. Item A-3 Center Microtunneling Shaft - Work in general includes but is not limited to all construction activities related to the center jacking shaft, including temporary grading for staging and access, protective fencing around sensitive habitat as shown on plans, deep shaft excavation, shoring, stock pile and/or disposal of excavated material, BMPs related to the excavation, dewatering as necessary, access hole construction once casing and carrier pipes have been installed, pipe connections, filling annular space, access hole cover, compaction and restoration of the disturbed area. Item A-4 East Microtunneling Shaft - Work in general includes but is not limited to all construction activities related to the east jacking shaft, including temporary grading for staging and access, excavation, shoring, sheet piles, stock pile of excavated material, BMPs related to the excavation, dewatering as necessary, sheet pile removal, backfill, compaction and restoration of the disturbed area. Backfill occurs after completion of Item A-8. Item A-5 Microtunneling Drive A - Work in general includes but is not limited to temporary grading for staging and access, delivery and setup of microtunneling equipment, steel casing pipe and HOPE carrier pipe, welding/assembly of pipe, installation of casing using microtunneling equipment and intermediate jacking stations as necessary, installation of carrier pipe, installation of pipe spacers, filling of annular space and removal of microtunneling equipment between stations 1+37 and 11+41. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Measurement and Payment CP3537 August 2008 01025-2 Item A-6 Microtunneling Drive B - Work in general includes but is not limited to the temporary grading for staging and access, delivery and setup of microtunneling equipment, steel casing pipe and HOPE carrier pipe, welding/assembly of pipe, installation of casing using microtunneling equipment and intermediate jacking stations as necessary, installation of carrier pipe, installation of pipe spacers, filling of annular space and removal of microtunneling equipment between stations 11+41 and 19+21. Item A-7 All Remaining work on Sheet 3 - Work in general includes but is not limited to installation of three new sewer access holes, 12-inch and 24-inch PVC pipe, and related connections as shown on the plan. Work includes all necessary site protection measures, temporary grading for staging and access, BMP's, excavation, dewatering as necessary, backfill, compaction and site restoration. All work associated within plan sheet that has corresponding work within the general and special provisions shall be included within bid item. Item A-8 All remaining work on sheets 5, 6, and 7 - Work in general includes but is not limited to installation of 6-inch PVC pipe, laterals and cleanout on sheet 5. Work in general includes 6- inch PVC pipe, laterals, two sewer access holes, 24-inch PVC pipe, various connections and rehabilitation of existing access hole #19 on sheet 6. Work in general includes new access hole, lateral connection and existing sewer access hole rehabilitation on sheet 7. Work includes all necessary temporary grading for staging and access, site protection measures, BMP's, excavation, dewatering as necessary, backfill, compaction and site restoration. All work associated within plan sheet that has corresponding work within the general and special provisions shall be included within bid item. Item A-9 All construction as shown on sheet 8 - Work in general includes but is not limited to installation of four new sewer access holes, 24-inch PVC pipe, demolition of four existing access holes, rehabilitation of three existing access holes, and 6-inch PVC lateral as shown on sheet 8 of the construction plans. Work includes all necessary temporary grading for staging and access, site protection measures, BMP's, excavation, dewatering as necessary, backfill, compaction and site restoration including pavement repair, striping, concrete repair to gutters and curbs, survey monument replacement, fencing repair and cleanup. All work associated within plan sheet that has corresponding work within the general and special provisions shall be included within bid item. Item A-10 Installing all temporary sheeting, shoring, bracing and safety required by the Contract Documents and/or site conditions where not previously referenced on in other bid items. Sheeting, shoring, bracing and safety shall include all planning, design, engineering fees (including design, inspection and certification of installation), furnishing and constructing, removal and disposal of such temporary sheeting, shoring and bracing, complete as required under the provisions of any permits and in accordance with the requirements of CAL-OSHA and the Construction Safety Orders of the State Item A-11 Preparation and implementation of construction stormwater pollution prevention plan (Tier II) as specified in section of 02372 of the special provisions and grading provision 7-8.6 Item A-12 Preparation and maintenance of project construction schedule as specified in the General Provisions section 6.1. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Measurement and Payment CP3537 August 2008 01025-3 Item B-l Microtunnel Equipment - Standby Rate: Reimbursement to the Contractor for owner caused or unforeseen conditions which result in a suspension of microtunneling operations shall be made based upon the hourly standby rate proposed under Bid Item B-l. The proposed standby rate shall furnish full and final compensation for all idled microtunneling and microtunneling support equipment. Weekly compensation for idled equipment shall be limited to a maximum of 40 hours per week. PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01025 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Measurement and Payment CP3537 August 2008 01025-4 SECTION 01039 COORDINATION AND MEETINGS PARTI- GENERAL 1.01 GENERAL A. In addition to coordination requirements, this section includes information on the preconstruction meeting, the site mobilization meeting, progress meetings, and preinstallation meetings. 1.02 COORDINATION A. Coordinate scheduling, submittals, and work of the various sections of the Specifications to assure an efficient and orderly sequence of installation of interdependent construction elements. B. Verify utility requirements and characteristics of operating equipment are compatible with building utilities. Coordinate work of various sections having interdependent responsibilities for installing, connecting to, and placing in service, such equipment. C. Coordinate completion and clean up of work of separate sections in preparation for Substantial Completion and for portions of work designated for Owner's partial utilization. D. After Owner occupancy of premises, coordinate access to site for correction of defective work and work not in accordance with Contract Documents, to minimize disruption of Owner's activities. E. Coordinate with other contractors working onsite to avoid impacting their operations, and to insure that facility interfaces are properly joined. 1.03 PRECONSTRUCTION MEETING A. Prior to the commencement of work at the site, a preconstruction conference will be held. Engineer will determine the location and time of the meeting. The Contractor's Project Manager, its superintendent, and subcontractors as the Contractor deems appropriate shall attend the preconstruction conference. Other attendees will be: 1 . Construction Manager 2. Representative of the Owner. 3. Governmental representatives as appropriate. 4. Design Consultants 5. Others as requested by the Contractor, Owner, or Construction Manager. B. Unless previously submitted to the Construction Manager, the Contractor shall bring to the conference information requested with the notification of the time and place of the preconstruction conference. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Coordination And Meetings CP3537 August 2008 01039-1 C. The purpose of the conference is to designate responsible personnel and establish a working relationship. Matters requiring coordination will be discussed and procedures for handling such matters established. The complete agenda will be furnished to the Contractor prior to the meeting date. However, the Contractor should be prepared to discuss all of the items listed below. 1 . Status of Contractor's insurance and bonds. 2. Contractor's tentative schedules. 3. Transmittal, review, and distribution of Contractor's submittals. 4. Processing applications for payment. 5. Maintaining record documents. 6. Critical work sequencing. 7. Field decisions and Change Orders. 8. Use of project site, office and storage areas, security, housekeeping, and Owner's needs. 9. Major equipment deliveries and priorities. 10. Contractor's assignments for safety and first aid. D. The Construction Manager will preside at the preconstruction conference and will arrange for recording and distributing the minutes in written form to all persons in attendance. 1.04 SITE MOBILIZATION MEETING A. The Construction Manager will schedule a meeting at the Project site prior to Contractor occupancy. B. Attendance Required: Owner, Construction Manager, Contractor, Superintendent, and major Subcontractors. C. Agenda: I . Use of premises by Owner and Contractor. 2. Owner's requirements and partial occupancy if applicable. 3. Construction facilities and controls provided by Owner. 4. Temporary utilities provided by Owner. 5. Survey and building layout. 6. Security and housekeeping procedures. 7. Schedules. 8. Procedures for testing. 9. Procedures for maintaining record documents. 1 0. Requirements for start-up of equipment. 1 1 . Inspection and acceptance of equipment put into service during construction period. 12. Verification of existing utilities - potholing D. The Construction Manager will record minutes and distribute copies to all participants. 1.05 PROGRESS MEETINGS A. The Construction Manager shall schedule and hold regular on-site progress meetings at least weekly and at other times as required by progress of the Work. The Contractor shall attend, and may also bring representatives of its suppliers, manufacturers, and subcontractors. B. The Construction Manager shall preside at the meetings and will arrange for keeping and distributing the minutes. The purpose of the meetings will be to review the progress of the Work, maintain coordination of efforts, discuss changes in scheduling, and resolve other problems which may develop. During each meeting, the Contractor is required to present any issues which may impact his work, with a view to resolve these issues expeditiously. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Coordination And Meetings CP3537 August 2008 01039-2 1.06 PREINSTALLATION MEETING A. When required in individual specification sections, The Construction Manager will convene a preinstallation meeting at the work site prior to commencing work of the section. B. Attendance will be required of parties directly affecting, or affected by, work of the specific section. Failure of the Contractor, subcontractor, or Supplier to attend may result in a charge to the Contractor for costs incurred by the Owner, Construction Manager, and/or Design Consultant in attending the meeting. C. The Construction Manager will prepare an agenda and preside at the meeting: 1. Review conditions of installation, preparation and installation procedures. 2. Review coordination with related work. D. The Construction Manager will record the minutes and distribute copies to the Design Consultant, Owner, Contractor, and other participants. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01039 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Coordination And Meetings CP3537 August 2008 01039-3 SECTION 01300 SUBMITTALS PART 1 - GENERAL 1.01 GENERAL A. Where required by the Specifications, the Contractor shall submit descriptive Information which will enable the Engineer to advise the City whether the Contractor's proposed materials, equipment or methods of work are in general conformance with the design concept and are in compliance with the drawings and specifications. The information to be submitted shall consist of drawings, specifications, descriptive data, certificates, samples, test results and other such information, all as specifically required in the specifications. 1.02 CONTRACTOR'S RESPONSIBILITIES A. The Contractor shall be responsible for the accuracy and completeness of the information contained in each submittal and shall assure that the material, equipment or method of work shall be as described in the submittal. Submittals shall contain all required information, including satisfactory identification of items, units and assemblies in relation to the contract drawings and specifications. The Contractor shall verify that the material and equipment described in each submittal conforms to the requirements of the specifications and drawings. Unless otherwise approved by the Construction Manager, submittals shall be made only by the Contractor, who shall indicate by a signed stamp on the submittals that the Contractor has checked the submittals and that the work shown conforms to contract requirements and has been checked for dimensions and relationship with work of all other trades involved. If the information shows deviations from the specifications or drawings, the Contractor, by statement in writing accompanying the information, shall identify the deviations and state the reason(s) therefore. The Contractor shall insure that there is no conflict with other submittals and shall notify the Engineer in each case where the Contractor's submittal may affect the work of another Contractor or the City. The Contractor shall insure coordination of submittals among the related crafts and subcontractors. B. The Contractor may authorize a material or equipment supplier to deal directly with the Engineer or with the City with regard to a submittal. The Contractor, however, shall be responsible for the accuracy and completeness of information contained in all submittals. 1.03 TRANSMITTAL PROCEDURE A. General: Submittals regarding material and equipment shall be accompanied by a transmittal form from the Contractor. A separate form shall be used for each specific item, class of material, equipment, and items specified in separate, discrete sections for which a submittal is required. However, submittals for various items shall be made with a single form only when the items taken together constitute a manufacturer's package or are so functionally related that expediency indicates checking or review of the group or package as a whole. Each set of submittals or samples shall be attached to the submittal transmittal form. The submittal number shall be made up of two parts: XXX-ZZ. The XXX shall be sequential number 001 for the first item submitted, 002 for the second, etc. The ZZ shall be the sequential number of a specific submittal or resubmittal (01 for the first submittal, 02 for the first resubmittal, etc.). All submittals shall show the contract title and project number and shall indicate the name of the vendor, and shall indicate when the equipment and/or material will be required by the construction schedule. The submittal must be adequate to permit a comprehensive review without further reference to the Contractor. The documents submitted must be separately identifiable on the Contractor's submittal transmittal form. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Submittals CP3537 August 2008 01300-1 B. Deviation from Contract: If the Contractor proposes to provide material or equipment which does not conform to the specifications and drawings, it shall indicate so under "deviations" on the submittal transmittal form accompanying the submittal copies. C. Submittal Completeness: Submittal which do not have all the information required to be submitted, including deviations, shall be considered as not complying with the intent of the contract and are not acceptable and will be returned without review. D. Review of Second and Subsequent Resubmittals: Costs associated with the review of the second resubmittal and any subsequent resubmittals shall be borne by the Contractor. The Contractor will be billed for these costs by the Owner. Costs due may be deducted from progress payments due the Contractor by the Authority. 1.04 REVIEW PROCEDURE A. When the contract requires a submittal, the Contractor shall submit the specified information as follows to the Construction Manager for review: 1. Ten (10) copies of all the submitted information. When individual sheets in the submittal exceed 8-1/2 inches by 11 inches, one sepia and nine (9) copies may be submitted. 2. Only three (3) sets of sample materials need to be submitted. B. Within 21 working days after receipt of the submittal by the Construction Manager, the submittal shall be reviewed and returned. On complex drawings and equipment the Construction Manager shall acknowledge receipt within 21 working days and advise the Contractor when the submittal will be returned. The returned submittals shall indicate one of the following actions: 1. If the review indicates that the material, equipment or work method is in general conformance with the design concept and complies with the Drawings and Specifications, submittal copies will be marked "NO EXCEPTIONS TAKEN". In this event, the Contractor may begin to implement the work method or incorporate the material or equipment covered by the submittal. 2. If the review indicates limited corrections are required, copies will be marked "MAKE CORRECTIONS NOTED". The Contractor may begin implementing the work method or incorporating the material and equipment covered by the submittal in accordance with the noted corrections. Where submittal information will be incorporated in Operation and Maintenance Data, a corrected copy shall be provided. 3. If the review reveals that the submittal is insufficient or contains incorrect data, copies will be marked "AMEND AND RESUBMIT". Except at its own risk, the Contractor shall not undertake work covered by this submittal until the submittal has been revised, resubmitted and returned marked either T^O EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED". 4. If the review indicates that the material, equipment or work method is not in general conformance with the design concept or in compliance with the Drawings and Specifications, copies of the submittal will be marked "REJECTED - SEE REMARKS". Submittal with deviations which have not been identified clearly may be rejected. Except at his own risk, the Contractor shall not undertake work covered by such submittal until a new submittal is made and returned marked either "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED". City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Submittals CP3 53 7 August 2008 01300 - 2 C. Resubmittals shall include the entire submittal package. No changes shall be made by the Contractor on resubmittals other than those changes indicated on the reviewed submittal, unless such changes are clearly described in a letter accompanying the resubmittal. D. All submittal review cost incurred by the Engineer for review of third and subsequent shop drawing submittals due to incompleteness shall be borne by the Contractor. 1.05 EFFECT OF REVIEW OF CONTRACTOR'S SUBMITTAL A. Review of drawings, methods of work, or information regarding materials or equipment the Contractor proposes to provide, shall not relieve the Contractor of its responsibility for errors therein and shall not be regarded as an assumption of risks or liability by the Construction Manager, the Engineer or the City, or by any officer, employee or subcontractor thereof, and the Contractor shall have no claim under the contract on account of the failure or partial failure, of the method of work, material, or equipment so reviewed. A mark of "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED" shall mean that the City has no objection to the Contractor, upon its own responsibility, using the plan or method of work proposed, or providing the materials or equipment proposed. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01300 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Submittals CP3537 August 2008 01300 - 3 SECTION 01301 SCHEDULE OF VALUES PARTI- GENERAL 1.01 DESCRIPTION This Section defines the process whereby the Schedule of Values (lump sum price breakdown) shall be developed and incorporated into the cost loading function of the Schedule as specified in General Provisions. Monthly progress payment amounts shall be determined from the monthly progress updates of the Schedule activities. 1 .02 PRELIMINARY SCHEDULE OF VALUES A. The Contractor shall submit a Preliminary Schedule of Values for all Bid Items for the major components of the Work at the Preconstruction Conference. The listing shall include, at a minimum, the proposed value for the following major work components associated with the Bid Schedule. Schedule of Values shall also include the following: 1 . The total value of each boring/receiving pit related to the microtunneling work. 2. The total value of the installation of the pipeline casing by microtunneling methods, on a per foot basis. 3. The total value of the construction of the "hinge point" access hole 4. The total value of the installation of the carrier pipe through the casing pipe, including all fabrication, installation, backfill and testing 5. The total value of pipeline installed by traditional trenching, based in pipe diameter, including all trenching, bedding, pipe installation, backfill, compaction, cleanup and all incidental work associated with underground pipe installations 6. The total value of accesshole rehabilitation, on a vertical foot of rehabilitation basis. 7. The total value of accesshole construction and installation work The Contractor and Resident Engineer shall meet and jointly review the preliminary Schedule of Values and make any adjustments in value allocations if, in the opinion of the Resident Engineer, these are necessary to establish fair and reasonable allocation of values for the major work components. Front end loading will not be permitted. The Resident Engineer may require reallocation of major work components from items in the above listing if in the opinion of the Resident Engineer such reallocation is necessary. This review and any necessary revisions shall be completed within 15 days from the date of Notice to Proceed. 1 .03 DETAILED SCHEDULE OF VALUES The Contractor shall prepare and submit a detailed Schedule of Values for the Bid Schedule to the Resident Engineer within 30 days from the date of Notice to Proceed. The detailed Schedule of Values shall be based on the accepted preliminary Schedule of Values for major work components. The Resident Engineer shall be the sole judge of acceptable numbers, details and description of values established. If, in the opinion of the Resident Engineer, a greater number of Schedule of Values items than proposed by the Contractor is necessary, the Contractor shall add the additional items so identified by the Resident Engineer. City of Carlsbad North Agua Hedionda Interceptor.Sewer Replacement Project Schedule of Values CP3537 August 2008 01301-1 A. The minimum detail of breakdown of the major work components is indicated below. Greater detail shall be provided as directed by the Resident Engineer. 1. Mobilization 2. The microtunneling boring and receiving pits shall be broken down for each pit. 3. The installation of the steel casing pipe by microtunneling methods shall be broken down into two sections , section A being from station 1+37 to station 11+41 and section B being from station 11+41 to station 19+21. 4. The installation of HDPE carrier pipe through the casing pipeline shall be broken down to two sections identical to the casing pipe as described above. 5. The gravity pipeline installed by traditional trenching methods shall be broken down to a per- foot value based on pipeline diameter. 6. The access hole construction shall be broken down to a per access hole basis. 7. The access rehabilitation shall be broken down to a per vertical foot of rehabilitation basis. 8. All other work not specifically included in the above items shall be broken down as necessary for establishment of pay and Schedule activity items 1.04 REVIEW PROCEDURE A. The Contractor and Resident Engineer shall meet and jointly review the detailed Schedule of Values within 35 days from the date of Notice to Proceed. The value allocations and extent of detail shall be reviewed to determine any necessary adjustments to the values. Any adjustments deemed necessary to the value allocation or level of detail shall be made by the Contractor and a revised detailed Schedule of Values shall be submitted within 40 days from the date of Notice to Proceed. END OF SECTION 01301 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Schedule of Values CP3537 August2008 01301-2 SECTION 01505 MOBILIZATION PARTI- GENERAL 1.01 GENERAL A. Mobilization shall include the acquisition of all permits; moving onto the site of all equipment; furnishing and erecting temporary structures, and other construction facilities; and implementing security requirements; all as required for the proper performance and completion of the Work. Mobilization shall include but not be limited to the following principal items: 1. Moving on to the site of all Contractors' equipment required for construction operations. 2. Installing temporary construction power, wiring, and lighting facilities. 3. Establishing fire protection system. 4. Developing construction water supply as required. 5. Providing field office trailer for the Contractor (at Contractor's option). Refer to General Provisions Section 8-2. 6. Providing all on-site communication facilities, including telephones and radios for Contractor personnel. 7. Providing on-site sanitary facilities and potable water facilities for Contractor personnel. 8. Arranging for and establishment of, Contractor's storage yard as required. (Contractor is solely responsible for obtaining property owner agreements to use private property for storage or laydown areas and access to those areas per the contract documents.) 9. Constructing and implementing security features and requirements in compliance with the Contract Documents. 10. Obtaining all required permits. 11. Having all OSHA required notices and establishment of safety programs. 12. Submitting initial submittals. 1.02 CONSTRUCTION FACILITIES PLAN A. Prior to commencement of any field work, the Contractor shall submit a Construction Facilities Plan to Construction Manager for approval. Said plan shall show the layout, equipment, materials and procedures that Contractor proposes for construction of temporary electrical, telephone, lighting, heating, water, sanitation, field offices and sheds, and other similar site facilities. Said plan shall reference existing easements and agreements for use of private property and include approval of the Project Biologist. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Mobilization CP3537 August 2008 01505-1 B. The Contractor's site office and other construction facilities shall be of a temporary nature. The Contractor shall be wholly responsible for the security of his site office and laydown area, and for all its plant, materials, equipment and tools at all times. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01505 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Mobilization CP3537 August 2008 01505-2 SECTION 01570 BYPASS PUMPING AND FLOW DIVERSION PART 1 - GENERAL 1.01 GENERAL A. General: A bypass plan shall be submitted for review by the Owner in accordance with Ssection 01300. The bypass plan shall include the operation, installation and equipment details along with a contingency plan to react and address any failures of the system. The bypass system shall be 100% redundant, with a complete backup system including backup pumps and all necessary appurtenances. The Contractor shall temporarily furnish a portable engine-driven pump suitable for a suction lift application, capable of pumping raw sewage, with 3" minimum solids handling capacity, and having a rated discharge capacity of 3600 gpm at 20' feet TDH (Total Dynamic Head). This pump shall be onsite and available for operation during construction, B. Portable Pump: Product data sheets for the proposed pump and all related appurtenances (suction and discharge hoses/piping; valving; sensors or controls, if any are required) needed for pump operation, shall be submitted for review by Owner in accordance with Section 01300. Submitted information shall also include sketches showing the proposed layout of the portable pump and associated appurtenances. 1. Upstream Access Hole Control Levels: Control levels are unique to areas requiring bypass pumping. The Contractor shall submit controls as part of the Bypass plan for approval by the City and/or engineer. The maximum suction lift during operation of this bypass pump may be as much as 15 feet (including minor losses), depending on water level in the wet well, the selected operating location of the bypass pump, and sizing of the suction piping. C. Bypass Connection: During the construction of the project, bypass connections shall be utilized as necessary to accommodate peak 24-hour sewer flow. Specification of connection points shall be submitted as part of Bypass pumping plan. D. Operation Criteria: Contractor shall locate the Bypass Pump and related appurtenances onsite as needed to avoid interfering with construction activities and to minimize interference with traffic. The suction and discharge hoses, valving, and appurtenances needed to allow pump operation shall be stored onsite, and shall be ready for use during construction. Control of the bypass pump shall be manual or automatic, at Contractor's option. Providing sensors and controls as required for automatic operation of the Bypass Pump shall be at no additional cost to Owner. Manual control shall require full-time attendance by Contractor personnel as required to ascertain Access Hole level and to adjust pumping rates appropriately. E. Bypass Pump Location: Contractor shall locate the Bypass Pump within the Owner-approved work area, as required to facilitate its operation and minimize conflicts with other construction activities. F. Wastewater Diversion: Any flow diversion from one channel to another or wastewater detention shall be addressed in an approved bypass plan. This shall include the procedure for transferring flow from the old alignment to the new alignment and projected interim flow configuration. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Bypass Pumping CP3537 August 2008 01570-1 G. Traffic Control: Contractor shall be solely responsible for the preparation and implementation of traffic control plans needed for installation and operation of Bypass Pumping equipment. H. Bypass Pumping Cost: The cost to temporarily furnish, install and operate bypass pumping as needed throughout the construction period, shall be included in the bid item cost for installation of the associated pipeline or access hole. Contractor's bid shall include the cost to provide this equipment for at least six months throughout the contract period. Neither the cost of operation, nor the cost to provide this equipment for a longer period of time, shall be subject to additional reimbursement by Owner. PART 2 - PRODUCTS - (NOT APPLICABLE) PART 3 - EXECUTION - (NOT APPLICABLE) END OF SECTION 01016 o City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Bypass Pumping CP3537 August 2008 01570-2 SECTION 01580 PROJECT SIGN PART 1 - GENERAL 1.01 GENERAL A. The Contractor shall install and maintain two project identification signs. Signed shall be prepared by the Contractor, per detail included in the Appendix of these specifications. Sign shall confirm to Greenbook Part 1, Section 7-12. B. The Owner will obtain a sign permit, if one is required, at no cost to the Contractor. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION 3.01 GENERAL A. The Contractor shall construct signs, transport to site and obtain owner approval before installation. 3.02 INSTALLATION A. The Contractor shall mount signs in a manner and at locations at the site, and within the Work Area, accepted by the Construction Manager. The Contractor shall provide necessary mounting posts and hardware. B. The Contractor shall remove project identification signs and return them to the City prior to the preparation of the Notice of Completion. END OF SECTION 01580 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Project Sign CP3537 August 2008 01580-1 SECTION 01700 RESTORATION OF IMPROVEMENTS PARTI- GENERAL 1.01 STRUCTURES A. The Contractor shall remove existing structures, including curbs, gutters, pipelines, and rip rap, as may be necessary for the performance of the work and shall rebuild the structures thus removed in as good a condition as found with the requirements specified. He shall also repair existing structures which may be damaged as a result of the work under this contract. 1.02 ROADS A. Unless otherwise specified, roads in which the surface is removed, broken, or damaged, or in which the ground has caved or settled during the work under this contract, shall be resurfaced and brought to the original grade and section. Roadways used by the Contractor shall be cleaned and repaired on a weekly basis as directed by the Resident Engineer. 1.03 CULTIVATED AREAS AND OTHER SURFACE IMPROVEMENTS A. Cultivated or planted areas and other surface improvements which are damaged by actions of the Contractor shall be restored as nearly as possible to their original condition at the Contractor's expense. Existing guard posts, barricades, and fences shall be protected and replaced if damaged. Where grading is required for providing access or other grading is necessary, Contractor shall restore all graded areas to pre-graded conditions unless otherwise directed by the Owner. 1.04 PROTECTION OF EXISTING INSTALLATIONS A. The Contractor shall, at his/her expense, immediately correct or replace existing equipment, controls or systems which are damaged as a result of his/her operations. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01700 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Restoration of Improvements CP3537 August2008 01700-1 SECTION 01720 RECORD DOCUMENTS PART 1 - GENERAL 1.01 GENERAL A. The Contractor shall provide the Construction Manager neatly and legibly marked contract drawings showing the final location of piping, equipment, electrical conduits, outlet boxes and cables, and other components of the work. Marking of the drawings shall be kept current and shall be done at the time the material and equipment are installed. These drawings shall be available to the Construction Manager. Final payment shall not be made until the marked up record drawings are delivered to and approved by the Construction Manager. 1.02 MAINTENANCE OF DOCUMENTS A. A set of Mylar prints of the Contract Drawings will be furnished to the Contractor by the City. These prints shall be updated with record information and a blueline copy of the updated record drawings shall be submitted to the Construction Manager every three months. The blue line copy shall be up-to-date and its completeness shall be a pre-condition of the next month's partial payment request approval. B. The following shall be maintained in the Contractor's field office in clean, dry, legible condition: Contract Drawings, Specifications, Addenda, approved Shop Drawings, Samples, photographs, Change Orders, other Modifications of Contract, test records, survey data, Field Orders, and all other documents pertinent to Contractor's Work. C. Documents shall be available at all times for inspection by the Construction Manager and the City. D. Record documents shall not be used for any other purpose and shall not be removed from the office without the City Representative's approval. E. The Contractor may submit additional 24" X 36" sheets detailing record work as approved by the Construction Manager. F. The Contractor shall not conceal any work until the required record drawing information has been recorded. The Construction Manager may direct the Contractor to expose concealed work if work was not recorded on the Record Drawings. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01720 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Record Documents CP3537 August 2008 01720-1 SECTION 01750 REPORTS AND INVESTIGATIONS PART 1 - GENERAL 1.01 GEOTECHNICAL REPORT A. The City retained a soils engineer to conduct a site study and to provide recommendations for construction on the site in a geotechnical report. Contractors shall be required to review the report and the supplements provided for the report. The following report is included in Appendix "B" of this contract. 1. Supplemental Geotechnical Investigation Microtunneling Access Shafts, North Agua Hedionda Interceptor, Carlsbad California, Prepared by Terra Costa Consulting Group, dated July 9, 2007 B. The Contractor shall follow the recommendations provided in the report, as necessary throughout the duration of the project. C. Additional geotechnical reports from the vicinity may be beneficial to the Contractor and are available at the City's Public Works Engineering Design Division Office. 1. Preliminary Geotechnical Investigation, Preferred Wall Alternative, North Agua Hedionda Interceptor Access Road and Shoreline Protection, Carlsbad California. Prepared by TerraCosta Consulting Group, dated July 23, 2003. 2. Geotechnical Evaluation of Proposal Sheet Pile to be Installed by GRB System, North Agua Hedionda Interceptor Access Road and Shoreline Protection, Carlsbad California, Prepared by Terra Costa Consulting Group, dated February 16, 2006 1.02 ENVIRONMENTAL REPORT A. The City had prepared the following environmental report related to the project. Contractors shall be required to review the report and the supplements provided for the report. The following report is on file at the City of Carlsbad for review by all Contractors. 1. Final Mitigated Negative Declaration, North Agua Hedionda Interceptor Western Segment Realignment Project, Prepared by Dudek, dated July 2007. PART 2 - PRODUCTS A. The Contractor shall prepare a Stormwater Pollution Prevention Program as directed under specifications section 02372. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Record Drawings CP3537 August 2008 01750-1 PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01750 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Record Drawings CP3537 August 2008 01750-2 SECTION 02140 DEWATERING PART 1 - GENERAL 1.01 WORK OF THIS SECTION A The Contractor shall perform site dewatering necessary to lower and control groundwater levels and hydrostatic pressures to allow excavation and construction to be performed properly under dry conditions. This Section includes materials, installation, maintenance, operation, and removal of temporary dewatering systems. B Dewatering operations shall be adequate to ensure the integrity of the finished project. C Conducting the dewatering operation in a manner which will protect adjacent structures and facilities rests solely with the Contractor. The cost of repairing any damage to adjacent structures and restoration of facilities shall be the responsibility of the Contractor. 1.02 RELATED SECTIONS A The Work of the following Section applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work. 1 Section 02200 Earthwork 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A Except as otherwise indicated in this Section, the Contractor shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and City of Carlsbad Supplement Amendments. B The Contractor shall comply with California Regional Water Quality Control Board General Waste Discharge Requirements for Groundwater Remediation and Dewatering Waste Discharges, Order Numbers 90-31 and 96-41 1.04 CONTRACTOR SUBMITTALS The following shall be submitted in compliance with Section 01300 - Submittals: A Before starting excavation, the Contractor shall submit shop drawings including a detailed plan, schedule, and description of the dewatering of excavations. The shop drawings shall include: the proposed type of dewatering system; the arrangement, location, and depths of system components; a complete description of the equipment and instrumentation to be used, with installation, operation and maintenance procedures; a description of the Contractor's means and methods for measuring groundwater levels and piezometric water levels; and the methods for disposal of dewatering effluent. Before starting excavation, the Contractor shall submit copies of well installation permits. Before starting excavation, the Contractor shall submit copies of its Regional Water Quality Control Board permit for dewatering discharges to the environment. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Dewatering CP3537 August 2008 02140-1 The Contractor shall submit copies of well destruction permits, as applicable. B The Contractor shall submit a daily report that includes the following information: 1 Groundwater levels and piezometric water levels in observation wells located at bore pits and open cut trenches. 2 Changes in elevation of reference points as stated in subparagraph 1.5C to detect settlement in adjacent structures. 3 The average dewatering flow rate. 4 Water quality testing results as required by the Regional Water Quality Control Board or the Encina Wastewater JPA. 1.05 QUALITY ASSURANCE A The Contractor shall conduct a demonstration of its proposed system and shall provide verification that adequate personnel, materials and equipment are available. B The Contractor shall maintain adequate control to ensure that the stability of excavated and constructed slopes is not adversely affected by water, that erosion is controlled, and that flooding of excavations or damage to structures does not occur. C Where critical structures or facilities exist immediately adjacent to areas of proposed dewatering, the Contractor shall establish reference points and shall survey the reference points at frequent intervals to detect any settlement which may occur. PART 2- PRODUCTS 2.01 MATERIALS AND EQUIPMENT A Dewatering, where indicated, includes well points, sump pumps, temporary pipelines for water disposal, rock or gravel placement, observation wells, and other means including standby pumping equipment maintained on the jobsite continuously. B The Contractor shall provide piezometers for monitoring groundwater levels. The Contractor shall provide other instruments and measuring devices as required. PART 3 - EXECUTION 3.01 GENERAL REQUIREMENTS A The Contractor is responsible for obtaining a permit for temporary construction dewatering. A permit is required from the Encina Wastewater JPA for any discharge of groundwater to the sanitary sewer. Before starting dewatering operations, the Contractor shall obtain authorization, as required, for the disposal of groundwater. The Contractor shall comply with all applicable sampling, testing, monitoring, and reporting requirements. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Dewatering CP3537 August 2008 02140-2 B The Contractor shall maintain an adequate system to lower and control the groundwater to permit excavation, construction of structures, and placement of fill materials to be performed under dry conditions. "***"* C Sufficient dewatering equipment shall be installed to pre-drain the water-bearing strata below the bottom of foundations, drains, sewers, and other excavations. D The hydrostatic head in water-bearing strata below foundations, drains, sewers, water pipelines and other excavations shall be reduced to ensure that the water level is below the excavation surface at all times. E The system shall be placed into operation before excavation below groundwater level is started. The system shall be operated continuously 24 hours a day, 7 days a week until drains, sewers and structures have been constructed, fill materials have been placed, and dewatering is no longer required. F The site shall be graded to facilitate drainage and runoff shall be diverted from the excavation. Surface runoff shall be collected in shallow ditches around the perimeter of the excavation, drained to sumps, and pumped or drained by gravity away from the excavation. G Dewatering shall at all times be conducted to preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation. H If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, the affected areas shall be excavated and replaced with filter fabric and drain rock at no additional cost to the Owner. I Flotation of structures and facilities shall be prevented by maintaining a positive and continuous removal of water. J If well points or wells are used, they shall be adequately spaced to provide the necessary dewatering and shall be sandpacked and/or other means shall be used to prevent pumping of fine sands or silts from the subsurface. A continuous check shall be maintained to ensure that the subsurface soil is not being removed by the dewatering operation. K Water and debris shall be disposed of in a suitable manner in compliance with permit requirements and SSPWC Subsection 306-3.3, without damage to adjacent property. No water shall be drained into work built or under construction. Before disposal, water shall be tested and treated in accordance with permit requirements. L The release of groundwater to its original level shall be performed in a manner that avoids disturbance of natural foundation soils, prevents disturbance of compacted backfill, and prevents flotation or movement of structures and pipelines. END OF SECTION 02140 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Dewatering CP3537 August 2008 02140-3 SECTION 02200 EARTHWORK PART 1 - GENERAL 1.01 DESCRIPTION A. The Work of this section includes clearing and grubbing, demolition, removal and disposal of surplus and objectionable materials, and trenching and backfilling at the locations indicated on the Plans. Earthwork shall include the loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials, wet and dry, as required for purposes of construction of all facilities and such other purposes as indicated on the Plans; the furnishing, placing, and removing of all sheeting and bracing necessary to safely support the sides of the excavations; all pumping, ditching, draining, and other required measures for the removal or exclusion of water; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials, and all other incidental earthwork as indicated on the Plans and as specified herein. B. The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor necessary in connection with all earthwork and incidental appurtenant work, complete, as specified herein and as indicated on the Plans. 1.02 RELATED WORK DESCRIBED ELSEWHERE Section 02140 - Dewatering 1.03 SUBMITTALS A. Contractor shall submit a temporary grading plan for access and equipment staging areas. 1.04 PAYMENT A. Payment for the Work in this section shall be included as part of the lump-sum or unit-price bid amount for which such Work is appurtenant thereto. PART 2- MATERIALS 2.01 ON-SITE MATERIAL A. Material obtained from the required site excavations. 2.02 IMPORT MATERIAL A. Owner-approved material obtained from off-site borrow areas. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 1 2.03 SUITABLE MATERIAL A. As specified herein, shall be any material imported or excavated from the cut areas that are free from shale, sod, large clods of earth, stones, roots, trash, lumber, and other debris that, in the opinion of the Owner, is suitable for use and can be readily compacted to the densities specified. 2.04 GRANULAR SOIL AND IMPORTED SAND A. Whenever the term "granular soil" is used in the Plans and Specifications, it shall be defined as soil having a minimum sand equivalence of 30, as determined by the latest revision in accordance with State of California, Department of Transportation, Test Method No. Calif. 217, and not more than 20% of the material will pass through a 200-mesh sieve. B. Whenever the term "imported sand" is used in the Plans and Specifications, it shall be defined as sand having a minimum sand equivalence of 30 as determined by the latest revision of Test Method No. Calif. 217. 2.05 SOIL STERILANT (NOT APPLICABLE) 2.06 STRUCTURE BACKFILL A. Backfill shall consist of loose earth or sand free from stones, clods or other deleterious materials. When material for the excavation is unsuitable for use in backfill, it shall be disposed of and suitable material which is capable of attaining the required relative density shall be arranged for and furnished by the Contractor at his expense. 2.07 PIPE ZONE A. Backfill within the pipe zone shall be per City of Carlsbad standards and as shown on the construction plans, consisting of 3/8-inch crushed rock, and clear of any roots or organic matter. If unstable base or muck is encountered in trench, refer to Section 3.17-E. 2.08 TRENCH ZONE A. Material excavated from the trench may be used for backfill from 12-inches above the pipe to the finished grade or, if applicable, street zone, provided that such material be free of vegetation and contain no debris nor material of a spongy or perishable nature. It may contain stones, asphaltic pavement or concrete of up to 6-inches in largest dimension so long as such solids are completely surrounded by fines so that no voids are present in the backfill as placed. No material greater than two inches in any dimension shall be placed within one foot of any pipe, valve, or structure. All backfill within 24-inches of ductile-iron fittings or valves shall be clean, washed sand. PART 3- EXECUTION 3.01 GENERAL A. The Contractor shall perform all site grading, soil sterilant application, structure excavation and backfill, trench excavation and backfill for pipelines and conduits, and other earthwork required to complete the Work under this contract. Included are all necessary clearing, grubbing, grading, and excavation of all classes and of whatever substance encountered, stockpiling, backfilling, compaction, controlling water, bracing excavations, stabilizing subgrade, protecting existing structures and facilities, complying with conditions of permits and safety regulations, cleaning up debris, papers and loose rocks, restoring fences and other disturbed property, maintaining trees which are not permitted to be removed, and disposing of excess material, and such supplementary operations as are necessary to properly complete the entire Work indicated or specified. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 2 3.02 EARTHWORK SUBJECT TO PERMIT CONDITIONS A. Earthwork within public rights-of-way controlled by a state, county or city, or earthwork within railroad rights-of-way shall be in accordance with requirements and provisions of the permits issued by those agencies for the construction within their respective rights-of-way. Such permit requirements and provisions which are more restrictive than those specified herein, shall take precedence and supersede the provisions of the Specifications. 3.03 PROTECTION OF WORKMEN A. Excavations shall be so braced or sheeted so as to provide conditions under which workmen may work safely and efficiently at all times. The latest revision of the rules, orders and regulations of the Division of Industrial Safety of the State of California shall be complied with. 3.04 PUBLIC SAFETY A. Barriers shall be placed at each end of all excavations and such places as may be necessary along excavations to warn all pedestrian and vehicular traffic of such excavations. Lights shall also be placed along excavations from sunset each day to sunrise of the next day until such excavation is entirely refilled. Material for backfill or for protection of excavation in public roads from surface drainage shall be neatly placed and kept shaped so as to cause the least possible interference with public travel. Free access must be provided to all fire hydrants, water valves, meters, and private drives, or other property or facilities that may have routine use. 3.05 SUPPORT OF ADJACENT PROPERTY A. Excavations shall be so braced, sheeted, and supported that the ground alongside the excavation will not slide or settle, and all existing improvements of any kind, either on public or private property, will be fully protected from damage. Damage to adjacent property or to the Work occurring through settlements, water or earth pressures, slides, caves or other causes due to failure of lack of sheeting or bracing or improper bracing, or through negligence or fault of the Contractor in any other manner, shall be repaired by the Contractor at his own expense. 3.06 EXISTING IMPROVEMENTS A. The Contractor's attention is directed to the possible existence of pipe and other underground improvements which may or may not be shown on the Plans. The Contractor shall preserve and protect any such improvements whether shown on the Plans or not. Where it is necessary to remove and replace or to relocate such improvements in order to prosecute the Work, they shall be removed, maintained, and permanently replaced by the Contractor at his expense, except as otherwise provided in the Contract Documents. 3.07 DRAINAGE CONTROL A. Control of Surface Drainage: The Contractor shall control grading in a manner to prevent water running into excavations. Obstruction of surface drainage shall be avoided and means shall be provided whereby storm and wastewater can flow uninterrupted in existing gutters, other surface drains or temporary drains. B. Preservation of Existing Drainage: Except as shown on the Plans, existing drainage patterns shall be preserved. Where construction methods cause a temporary obstruction of drainage patterns temporary facilities adequate for expected flows and a means of emergency removal of the obstruction shall be provided. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 3 3.08 DEWATERING A. Dewatering shall meet the requirements of Section 02140 Dewatering within these specifications. B. The Contractor shall provide and maintain ample means and devices and shall promptly remove and properly dispose of all water from any source entering the excavation or other parts of the Work. Dewatering shall be accomplished by methods which will ensure the preservation of the final lines and grades of the bottoms of excavations. Said methods may include well points, sump points, suitable rock or gravel placed below the required bedding for drainage and pumping purposes, temporary pipelines, and other means that will not be detrimental to the proposed construction. The Contractor is responsible for obtaining all water discharge permits that are required. C. Dewatering for the structures and pipelines shall commence when groundwater is first encountered and shall be continued until such times as water can be allowed to rise in accordance with the provision of this section. D. No concrete footings or floors shall be laid in water nor shall water be allowed to rise over them until the concrete mortar has set at least eight hours. Water shall not be allowed to rise unequally against walls for a period of 28 days. Groundwater shall not be allowed to rise around the pipe until jointing compound in the joints has set hard. E. The Contractor shall dispose of the water from the Work in a suitable manner without damage to adjacent property. No water shall be drained into Work built or under construction without prior consent of the Engineer. Water shall be disposed of in such a manner as not to be a menace to the public health. 3.09 CORRECTION OF FAULTY GRADES A. Where excavation is inadvertently carried below pipe or concrete structure subgrade, it shall be rectified for a pipe by backfilling with approved sand or gravel compacted to 90% of maximum density, or for a structure with concrete containing four 94-pound sacks of cement per cubic yard, all at the expense of the Contractor. 3.10 SURPLUS EXCAVATED MATERIAL A. The Contractor shall make the necessary arrangements for and shall remove and dispose of all surplus excavated material, unless provided for in the Contract Documents. All costs for the disposal of surplus waste material shall be borne by the Contractor. B. It is the intent of the Specifications that all surplus material not required for backfill or fill shall be disposed of by the Contractor outside the limits of the public rights-of-way and/or easements at no cost or liability to the Owner. C. No excavated material shall be deposited on private property unless written permission from the property owner thereof is secured by the Contractor. Before the Owner will accept the Work as being completed, the Contractor shall file a written release signed by all property owners with whom he has entered into agreements for disposal of surplus excavated material absolving the Owner from any liability connected therewith. o City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 4 3.11 IMPORTED BACKFILL MATERIAL A. Whenever the excavated material is not suitable for backfill, the Contractor shall at his own expense arrange for and furnish suitable imported backfill material which is capable of attaining the required relative density. 3.12 COMPACTION TESTS A. Compaction tests will be made by the Owners or laboratory designated by him. The number of tests and their location and depth shall be determined by the Geotechnical Engineer. The Contractor shall make all necessary excavations for compaction tests as directed by the Engineer and shall refill and re-compact these excavations to the densities as specified herein. Compaction shall be tested in accordance with the latest revision of Test Method No. Calif. 216. The Owner will pay for the initial cost of all compaction tests. If the backfill compaction fails to meet the relative compaction requirements set forth herein, the Contractor shall pay for subsequent compaction tests. Testing and Inspection. All work in connection with compaction testing by the Contractor shall be included in the various contract bid prices and no additional allowance will be made therefore. 3.13 BLASTING AND EXPLOSIVES A. Blasting or the use of explosives is not permitted for this project. 3.14 SITE GRADING A. Stripping: All vegetation such as roots, brush, heavy sods, heavy growth or grass, and all decayed vegetable matter, rubbish, and other unsuitable materials within the area of the Work shall be stripped or removed prior to starting excavation or embankment. Trees and other natural growths outside the actual lines of construction operations shall not be destroyed and such measures as are necessary shall be taken by the Contractor, at his own expense, for the protection thereof. B. Excavation: After stripping, excavation of whatever substances are encountered within the grading limits of the Work shall be carried to the lines and grades indicated on the Plans. All suitable excavated material shall be utilized to meet the embankment requirements of the Work. Material in excess or not suitable for embankment shall be disposed of as specified herein for "Surplus Materials". C. Embankment: After stripping, areas to receive embankment or fill shall be benched, if sloping, and scarified to a depth of 6-inches, then compacted as specified for embankment. Embankments and roadway fills shall be compacted to a relative compaction of 90% unless otherwise specified on the Plans or in the Specifications. If after stripping the ground is in a loose, uncompacted condition, it shall be compacted to a relative compaction of 90%. Unsuitable material shall not be deposited in a fill area where compaction is required. Unless special material is specified or shown on the Plans, material for embankments or roadway fills may consist of excavated material from structures or of a mixture of such excavated materials and materials borrowed from other sources on the site. Leaves, grass, roots, stumps, sludge, and other organic matter shall not be deposited in any embankment or fill. Offsite sources of fill must be designated and are subject to the evaluation and approval of the Engineer. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 5 No material shall be placed beyond the sloping lines of embankment unless so ordered by the Engineer. Material allowed to be placed beyond the lines of embankment shown on the Plans will be compacted as required above unless otherwise authorized by the Engineer. Material for embankments or roadway fills shall be placed in 8-inch-maximum lifts and shall be compacted by rolling with power rollers weighing not less than ten tons, with sheepsfoot rollers, with vibrating rollers, or with pneumatic tire rollers, as required to accomplish the Work. As each layer is deposited, water shall be applied in sufficient amounts to ensure optimum moisture to secure the compaction specified. If excess moisture is encountered in the fill, each layer shall be manipulated so as to dry out excess moisture. The water shall be uniformly incorporated with the fill material in an amount sufficient to ensure the required density after rolling. The use of trucks, carryalls, scrapers, tractors, or other heavy hauling equipment shall not be considered as rolling in lieu of rollers, but the traffic of such hauling equipment shall be distributed over the fill in such a manner as to make use of the compaction afforded thereby as an addition to compaction by the use of rollers. Excavation and fill shall be to the lines and grades indicated on the Plans and in accordance with the Specifications with maximum slope not exceeding 2:1, unless such flatter slopes are indicated. Haul routes shall be planned to avoid passing heavy off-highway equipment over pipelines with less than 6-feet of cover. Where crossings must be made, the Contractor shall provide concrete encasement or approved bridging. D. Finish: All areas covered by the Work, including excavated and filled sections and transition areas, shall be uniformly graded to the elevations shown on the Plans. The finished surface shall be reasonably smooth, compacted, and free from any irregular surface changes. Edges of spoil and borrow areas shall be rounded to blend into natural contours. The degree of finish ordinarily obtainable from a blade grader will be satisfactory for open areas, but hand grading and raking will be required around structures and walkways. The finished surface shall be not more than 0.1 -foot above or below the established grade and sloped to prevent ponding. 3.15 SOIL STERILANT A. General: [Not Used] 3.16 STRUCTURE EXCAVATION AND BACKFILL A. Excavation: Excavation of all material of whatever nature necessary for the construction of structures and foundations shall be carried out to the lines and grades shown on the Plans and required to provide working clearance and safe construction slopes and to emplace shoring, sheeting, bracing, and other details which may be necessary. B. Working Clearance: Except when concrete is authorized to be placed directly against excavated surfaces, the Contractor shall establish clear space at the sides of the excavation to facilitate from construction and removal and provide for the Contractor's excavation protective support system. C. Excessive Excavation: Where concrete is to be placed on original ground without subgrade preparation, machinery utilizing teeth shall not be used nearer than 3-inches from any finished subgrade. The last 3-inches shall be removed without disturbing the subgrade. Should the excavation be carried below the lines and grades indicated on the Plans, the Contractor shall refill such excavated space to the proper elevation as specified herein for correction of faulty grades. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 6 D. Structure Backfill: Backfill shall not be placed until the structure footings or other portions of the structure or facility have been inspected by the Engineer and approved for backfilling. No backfill material shall be deposited against the back of concrete abutments, concrete retaining walls or reinforced concrete structures until the concrete has developed a strength of not less than 3000 psi in compression as determined by test cylinders, covered under conditions similar to those prevailing at the site. Backfill shall be placed in horizontal layers not exceeding 8-inches in depth and shall be moistened and thoroughly tamped, rolled or otherwise compacted to 90% of maximum density or as specified in the Contract Documents. Water settling will not be permitted. Backfill shall be placed in such a way that no additional unbalanced loading may occur during placing. Particular care shall be exercised when backfilling at the various structures to obtain adequate compaction beneath pipes connected thereto and to avoid injury or displacement of such pipes. 3.17 TRENCH EXCAVATION AND BACKFILL FOR PIPELINES AND CONDUITS A. Alignment and Grades: The alignment and grade for pipe shall be as shown on the Plans. When flow line is shown, it shall be the invert or interior bottom of the pipe. When top of pipe is shown, it shall be the exterior of the pipe barrel. In the absence of such profile grade, the pipe shall be laid on a straight grade to permit complete drainage and to provide a minimum of 36- inches of cover to finish ground or street subgrade unless otherwise specified. Where the natural ground above the pipeline trench has been overexcavated and/or the pipeline is to be placed in new embankment, embankment material shall be placed and compacted to an elevation of not less than one foot above the top of pipe prior to trench excavation. B. Length of Open Trench: Except where specified otherwise in the Contract Documents or included in permits, the maximum length of open trench shall be 600-feet, or the distance necessary to accommodate the amount of pipe installed in a single day, whichever is the greater. The distance is the collective length at any location, including open excavation, pipe laying, and appurtenance construction and backfill which has not been temporarily resurfaced. C. Trench Width: The overall trench width measured at a level of one foot above top of pipe for pipelines and appurtenances shall not exceed the limits listed in the following table: Nominal Inside Pipe Diameter Minimum Maximum (Inches) Trench Width Trench Width 4 through 12 OD plus 12" OD plus 16" 14 through 48 OD plus 16" OD plus 24" Excavating and trenching shall be true to line so that the pipe is centered in the trench. D. Trench Bottom: The trench bottom shall be graded to provide a smooth, firm, and stable foundation at every point throughout the length of pipe. The Contractor shall transfer construction stake grades into the trench as necessary to ensure that the trench bottom is accurately graded. Special bedding required by the Plans and Specifications shall be emplaced. Pipe subgrade at the trench bottom shall be prepared for the specific type of pipe material being installed in accordance with the Specifications for said pipe. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 7 Should large gravel and cobbles be encountered at the trench bottom or pipe subgrade, they shall be removed from beneath the pipe and replaced with granular material which shall be compacted to provide uniform support and a firm foundation. Whenever the trench bottom does not afford a sufficiently solid and stable base to support the pipe or appurtenance, the Contractor shall excavate below normal trench bottom and replace it with crushed rock or gravel of sufficient thickness to form an unyielding foundation. E. Foundations in Poor Soil: If excessively wet, soft, spongy, unstable, or similarly unsuitable material is encountered at the subgrade, it shall be removed and replaced by 3A" crushed rock or gravel of sufficient thickness to form an unyielding foundation. Payment for the removal of the material and additional backfill required shall be in accordance with the Contract Documents. However, if the necessity for such additional bedding material has been occasioned by an act or failure to act on the part of the Contractor, in which event the Contractor shall bear the expense of the additional excavation and backfill to the required depth. The Contractor's attention is called to his responsibilities in maintaining adequate dewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation of water in the trench excavation. F. Foundations in Rock: Where rock is encountered, it shall be removed below grade and the trench backfilled with clean imported sand to provide a compacted foundation cushion with a minimum allowable thickness of 3-inches under the outside diameter of the pipe barrel and a clear space of l-'/z-inches under the pipe bell. Payment for the removal of rock and additional backfill shall be in accordance with the Contract Documents. G. Backfilling: After the pipe has been properly laid, exterior joints grouted and inspected, backfilling shall be commenced. Mechanical densification or compaction of backfill shall be accomplished by rolling, vibrating or impact means, or a combination thereof. The method or methods used shall result in obtaining the compaction of the backfill in the various specified zones and within the maximum lifts specified herein. The densification or compaction method or methods used shall not result in damage to the pipe, adjacent ground, existing improvements, or improvements installed as part of this Work. Material for mechanically compacted backfill shall be placed in lifts which, prior to compaction, shall not exceed the depths specified below for the various types of equipment. 1. Impact, free-fall, or "stomping" equipment - maximum lift depth of 3-feet. Not appropriate over rigid or cement-mortar lined pipe. 2. Vibratory equipment with smooth contact surface - maximum lift depth of 2-feet. 3. Rolling equipment, including, vibratory interrupted surface equipment - maximum depth of 1-foot. 4. Hand directed mechanical tampers - maximum lift depth of 6-inches. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 8 H. Backfill Densification by Water Saturation: Water settling may be used in the pipe zone and trench zone in lieu of mechanical compaction, only where the material being backfilled is sufficiently sandy and permeable so that the specified compaction is achieved. Densification by saturation shall be accomplished by inserting a pipe, through which water is being supplied under pressure, to the bottom of the lift of material to be consolidated, and applying to each square yard or lesser surface area in this manner sufficient water to completely saturate the backfill, thereover, and cause obvious settlement. The Contractor may use densification by saturation when it has been determined that it will not result in damage to adjacent ground, existing improvements or improvements installed for the Work, and that it is appropriate to obtain the specified relative compaction. Some encroachment permits limit the methods of densification or compaction. In addition, use of densification by saturation is subject to all of the following requirements. 1. Application of water shall be in a manner, quantity and at a rate sufficient to thoroughly saturate the thickness of the lift being densified. 2. Vibrating compacting equipment may be necessary to supplement the water saturation process where the required densities cannot be attained by saturation alone. 3. Lift thickness of backfill shall not exceed that which can be readily densified by the saturation procedure, but in no case shall the undensified lift exceed 5-feet. 4. Character of material excavated from the trench may be generally, or in zones, unsuitable for densification with water, and in this case the Contractor may, at no additional cost to the Owner, import suitable material for saturation, or densify the excavated material by mechanical compaction. If water does not readily drain from the trench, it shall be removed by sump pump. I. Control of Trench Backfill by Zones: Whether mechanical compaction or densification by water saturation is employed, backfill shall be constructed by zones, and the compaction requirement for each zone shall be in accordance with City Standard S-5, unless otherwise specified in the Contract Documents: 3.18 FINAL CLEANUP A. After backfill has been completed, the site shall be dressed smooth and left in a neat and presentable condition, free of all cleared vegetation, rubbish and other construction wastes. Surplus rock which cannot be used for backfill shall be hauled away and disposed of by the Contractor. Areas next to structures where blade-type equipment cannot reach shall be hand raked. END OF SECTION 02200 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Earthwork CP3537 August 2008 02200 - 9 SECTION 02372 STORM WATER POLLUTION PREVENTION PART 1 - GENERAL 1.01 SECTION INCLUDES A. Preparation, implementation and monitoring of Storm Water Pollution Prevention Plan (SWPPP) for the purpose of preventing the discharge of pollutants from the Project site into receiving waters. This includes the elimination of pollution discharges such as improper dumping, spills or leakage from storage tanks or transfer areas. B. Compliance with local, state, and federal regulations. C. Payment of application and annual fees required by the State Water Resources Control Board (SWRCB) until the date of Substantial Completion. D. Certification that the Project has met all of the conditions of the General Construction Activity Storm Water Permit (GCASP). 1.02 RELATED SECTIONS A. SECTION 01300: Submittals B. GENERAL PROVISIONS Section 8: Facilities for Agency Personnel C. GENERAL PROVISIONS Section 9: Measurement and Payment D. SECTION 01025: Methods, Measurement and Payment E. GENERAL PROVISIONS Section 7-8.6 PART 2- PRODUCTS 2.01 MATERIALS A. Utilize California Stormwater Quality Association Stormwater Best Management Practice Handbook for Construction. Download template from www.cabmphandbooks.com. PART 3- EXECUTION 3.01 QUALITY ASSURANCE A. Comply with the following as a minimum requirement: 1. The City of Carlsbad Department of Public Works - Development Best Management Practices in accordance with Order No. R9-2007-0001, NPEDS No. CA S0108758, SUSMP and General Provisions Section 7-8.6. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Storm Water Pollution Prevention CP3537 August 2008 02372-1 3.02 PREPARATION AND SUBMITTAL A. Prepare and submit to the Owner, within fourteen (14) days after the Effective Date of the Contract, four (4) copies of the Tier II Storm Water Pollution Prevention Plan (SWPPP) as required to comply with storm water pollution regulations for the Project site. B. Prepare Notice of Intent application. Submit application and application fee made payable to: State Water Resources Control Board. Instructions for completing the application can be found on the State Water Resources Control Board web site. http://www.swrcb.ca.gov/stormwtr/ C. Prepare SWPPP by downloading instructions from the State Water Resources Control Board web site: http://www.swrcb.ca.gov/stormwtr/ Download template from www.cabmphandbooks,com. 3.03 IMPLEMENTATION A. Install perimeter controls prior to starting Work at the Project site. B. Certain on-site storm water on the Project site. Do not drain on-site water directly into the storm drain. C. Designate trained personnel for the proper implementation of the SWPPP. D. Revise SWPPP to suit changing Project site conditions and also when properly installed systems are ineffective. E. Upon Substantial Completion: 1. Leave storm water pollution prevention controls in place when required for post- construction storm water management and remove those that are not needed as determined by owner. Owner will maintain prevention controls left in place. 2. Provide Site Monitoring Reports, SWPPP revisions, Compliance Certifications and related documents to Owner. Post-construction storm water operation and the management plan as mentioned in the compliance certifications are considered to be in place at Final Completion. 3.04 MONITORING A. Conduct examination of pollution prevention controls on a monthly basis, as well as before and after each storm and each day during extended storm events. Prepare and maintain, at the Project site, a log of each inspection using Site Monitoring Report forms. Notify to RWQCB within 30 days if there is any noncompliance. 3.05 LIABILITIES AND PENALTIES A. Review of the SWPPP and inspection log by Owner shall not relive Contractor from liabilities arising from non-compliance of storm water pollution regulations. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Storm Water Pollution Prevention CP3537 August 2008 02372-2 B. Payment of penalties for non-compliance by Contractor shall be the sole responsibility of Contractor. C. Compliance with the Clean Water Act pertaining is the sole responsibility of Contractor. Any fine against Owner due to non-compliance by Contractor, Owner shall recover all costs of the fine by appropriate assessment. 3.06 CHANGE OF INFORMATION A. Submit to Owner completed NOI Form for change of information (Construction Site Information and Material Handling/Management Practices). END OF SECTION 02372 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Storm Water Pollution Prevention CP3537 August 2008 02372-3 ATTACHMENT "A" GENERAL CONSTRUCTION ACTIVITY STORM WATER PERMIT COMPLIANCE STATE OF CALIFORNIA Name of Project: Project Description:Contract Number ANNUAL CERTIFICATION I certify the Project has met the following conditions: All elements of the Storm Water Pollution Prevention Plan are in place; construction materials and equipment maintenance waste have been disposed of properly; and the Project site is in compliance with all local storm water management requirements including erosion/sediment control requirements, and the appropriate use permits have been obtained. CONTRACTOR: Print Name:Title: Signature:Date: FINAL COMPLETION CERTIFICATION I certify the Project has been completed and the following conditions have been met: All elements of the Storm Water Pollution Prevention Plan have been completed; construction materials and equipment maintenance waste have been disposed of properly; the Project site is in compliance with all local storm water management requirements including erosion/sediment control requirements and the appropriate use permits have been obtained; and a post-construction storm water operation, and management plan is in place. CONTRACTOR: Print Name:Title: Signature:Date: O City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Storm Water Pollution Prevention 02372-4 ATTACHMENT "A" STORM WATER POLLUTION PREVENTION SITE MONITORING REPORT STATE OF CALIFORNIA Name of Project: Project Description: I. Type of Examination: (Use one form for each type of examination): I I Prior to Anticipated Storm Event Q After Actual Storm Event Date Examined: _ II. Check the response for each SWPPP question below: Contract Number Monthly Event NO YES 1. Do you have an approved Storm Water Pollution Prevention Plan (SWPPP) and ad O BMP Handbook on the Project site? 2. Does your SWPPP incorporate an up-to-date erosion control plan? Q I I 3. Is the erosion control installed per plan? Q | | 4. Is the Work at a stage where the erosion control plan cannot be constructed, is the |~1 I I erosion control at the Maximum Extent Practicable for the stage you are in? 5. Did you observe the presence of any floating materials such as oil, grease, pieces [U [~~l of wood, paper, etc., odor, toxics, and/or sediments? 6. If yes, what is that you observed? III. Check the status of the following items as observed: SWPPP Items Not Repairs Date Repairs Acceptable Acceptable Required Completed 1. De-silting Basins (Cleaned) 2. Water Quality Basin 3. Silt Fences 4. Hay bales/Check dams/Sandbags 5. Berms and Dikes 6. Sand/Gravel Inlet D D D D D City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Storm Water Pollution Prevention 02372-5 SECTION 02510 ASPHALTIC CONCRETE PAVEMENT PARTI- GENERAL 1.01 DESCRIPTION The Contractor shall construct asphaltic concrete pavements for trench resurfacing, roads, parking areas, aprons, sidewalks, and other Work involving asphaltic concrete, all as shown on the Plans. Asphaltic concrete shall conform to all requirements of the latest revision of the Standard Specifications for Public Works Construction (P.W.C.) and specified herein. 1.02 ASPHALT CONCRETE PAVEMENT A Materials and workmanship for asphalt concrete shall conform to the applicable provisions of Section 203-6 of the Standard Specifications for P.W.C. and the following provisions: 1 Asphalt concrete shall consist of Type II mineral aggregate conforming to the requirements specified in Section 203-6.3.2 of the Standard Specifications for P.W.C. "Greenbook", using a medium coarse Class B grading mixed with a bitumen content of 4.5% to 5.8% of the dry mineral aggregate, bitumen shall be RC85-100 penetration paving asphalt. PART 2- EXECUTION 2.01 AGGREGATE BASE COURSE Base material shall be furnished, placed and compacted for asphalt concrete pavements as shown on the Plans and specified herein. The spreading and compacting shall conform to Section 301-2 of the Standard Specifications for P.W.C. 2.02 ASPHALTIC CONCRETE PAVEMENT Contractor shall confirm to the San Diego Regional Standard Drawing G-24, Type A. Asphaltic concrete pavement shall be spread in one course by means of a Barber-Greene paving machine, or approved equal. It shall be spread to a depth to achieve a compacted thickness as shown on the Plans. The completed surface shall be thoroughly compacted, smooth and true to grade and cross-section, and free from ruts, humps, depressions and irregularities. When a straight edge is laid on the finished surface and parallel to the centerline, the surface shall not vary more than 1/8-inch in 10-feet. 2.03 ADJUST VALVE BOX RINGS AND COVERS The Contractor shall adjust all valve box rings and covers to grade within 30 days after final paving of each street in which the pipelines are installed. END OF SECTION 02510 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Asphaltic Concrete Pavement CP3537 August2008 02510-1 SECTION 02930 HYDROSEEDING PART 1 - GENERAL 1.01 RELATED DOCUMENTS Drawings and general provisions of Contract, including General and Supplementary Conditions and Division-1 Specification sections, apply to this section. 1.02 SCOPE OF WORK A. Provide seeded areas (hydroseeding) over disturbed areas impacted by the project or as specified by the project owner. Unprotected vegetation removed as a result of construction shall be revegetated with hydroseed. Areas to be hydroseeded will be delineated by the project biologist and include microtunneling pits, trench digging, staging areas, maintenance roads and other unanticipated impact areas. B. Related Work in Other Sections: 1. Section 02200: Earthwork C. Definitions: The words project biologist as used herein shall refer to the Owner's authorized representative. 1.03 SUBMITTALS A. Submit seed vendor's certification for required seed mixture, indicating percentage by weight, and percentages of purity, germination, and weed seed for each plant species. B. Seed bag certification tags and a signed certificate listing the quantity and type of seed. Tags shall include seed type (genus and species), quantity (weight), analysis, name of supplier, seed purity percentage, seed germination percentage, weed seed content, and date seed was tested. C. Upon seeded area acceptance, submit written maintenance instructions recommending procedures for maintenance of seeded areas. 1.04 QUALITY ASSURANCE A. Contractor qualifications: Perform work in accordance with best standards of practice under continuous supervision of a qualified, experienced revegetation specialists capable of interpreting the specifications and distinguishing the various vegetation types encountered in execution of the work. B. The Contractor or subcontractor performing revegetation shall posses valid California Contractor License, Class C-27. C. Nursery qualifications: All plant nurseries providing materials shall posses a valid California Nursery License and shall show proof of growing the type of specified plants a minimum of five years. Plant and seed materials shall meet applicable inspections required by law. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Hydroseeding CP3537 August 2008 02931-1 D. Review and conform to all permits, and regulatory requirements applicable to revegetation of this project, as issued by the California Department of Fish and Game, United States Fish and Wildlife Service, Army Corps of Engineers, Regional Water Quality Control Board and any of the federal, state or local regulatory agency. Copies of permits will be provided to the Contractor by the Engineer. 1.05 REJECTION AND SUBSTITUTION A. Plants, seeds, and other revegetation materials not conforming to the requirements specified herein shall be considered defective, and such materials, whether in place or not, shall be marked as rejected, removed from the site, and replaced with acceptable materials. The Engineer may reject entire lot of plants represented by defective samples. B. Make no substitutions from specified plant, seed, or other specified revegetation materials without written approval of the Engineer. All requests for substitute plant and seed materials shall be submitted to the Engineer a minimum of 30 days prior to the scheduled seed application or planting date. 1.06 SEQUENCING AND SITE CONDITIONS A. Prior to the start of work, examine site conditions, and locate all environmentally sensitive areas, and other features, so that precautions may be taken not to damage such areas. In the event of conflicts between environmentally sensitive areas and the work of this section, promptly notify the Engineer. Provide for the protection of environmentally sensitive species and habitats within and adjacent to the work areas at all times. B. With the exception of surveying and collection of seeds or plant cuttings, no construction or other disruptive activities (including soil testing or other form of surface disturbance) may occur in or adjacent to environmentally sensitive areas without prior written approval from the Engineer. C. Planting and seeding shall not start in any area prior to inspection and approval of site preparation work, which includes topsoil replacement, weed control and soil preparation. D. Install container plants and cuttings, where shown, prior to seeding. 1.07 SITE OBSERVATION VISITS A. Schedule site observation visits with the Engineer prior to the start of each of the activities listed below. Provide a minimum of two and not more than ten working days advance notice for each day in which the following activities will occur. 1. Commencement of work for verification of existing conditions and locations of environmentally sensitive areas. 2. Topsoil salvaging for review of salvage and stockpile procedures. 3. Completion of backfilling and grading. 4. Replacement of salvaged topsoil and soil preparation. 5. Delivery of plant materials and when the plants and cuttings are spotted in place for planting, but prior to excavation of planting holes. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Hydroseeding CP3537 August 2008 02931-2 o 6. Excavation of plant holes, and plant installation. 7. Seeding and straw mulching operations. 8. Plant watering. 1.08 DELIVERY, STORAGE, AND HANDLING Deliver seed and fertilizer materials in original unopened containers, showing weight, analysis, and name of manufacturer. Store in a manner to prevent wetting and deterioration. 1.09 PROJECT CONDITIONS A. Work notification: Notify project biologist at least seven (7) Working days prior to start of seeding operation. B. Protect existing utilities, paving, and other facilities from damage caused by seeding operations. C. Perform seeding Work only after planting and other Work affecting ground surface has been completed. D. Restrict traffic from seeded areas until plants are established. Erect signs and barriers as required. E. The irrigation system will be installed prior to seeding. Locate, protect, and maintain the irrigation system during seeding operations. Repair irrigation system components damaged during seeding operations. 1.10 WARRANTY Provide a uniform stand of plant material by watering and maintaining seeded areas until final acceptance. Reseed areas, with specified materials, which fail to provide a uniform stand of plant material until all affected areas are accepted by the project biologist. PART 2 PRODUCTS 2.01 FIBER MULCH A. Provide fiber mulch consisting of a green-dyed virgin wood cellulose fiber mulch containing no germination or growth inhibiting factors. Suppliers shall certify that their products meet all specified requirements based on laboratory and field testing. Weight specifications of this material shall refer to air dry weight of fiber material. Absolute air dry weight is based on normal standards of Technical Association of Pulp and Paper Industry for wood cellulose and is considered equivalent to 10 percent moisture. Each package of cellulose fiber shall be marked by manufacturer to show air dry weight content. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Hydroseeding CP3537 August 2008 02931-3 2.02 SEED MATERIALS A. A general seed mix shall consist of the following: A. Seed Mix: Fresh, clean, and new crop seed mixture. B. C. Scientific Name Atriplex lentiformis Mimulus aurianticus Achillea millefolium Eriophyllum confertiflorum Heliotropum curassavicum Lotus scoparius Nasella pulchra Nassella lepida Melica imperfecta Distichlis spicata Muhlenbergia rigens Escholozia californica Castilleja exserta Lupinus bicolor Lupinus succulentis Plantago erecta Epilobium canum Common Name Brewer's saltbrush Monkey flower Common yarrow Golden yarrow Wild heliotrope Deerweed Purple needlegrass Foothill nedelgrass Coast range melic Saltgrass Deergrass California poppy Purple owl's clover Miniature lupine Succlent lupine Dwarf plantain California fuchsia Lbs/Acre 2.0 0.25 2.0 1.0 0.25 0.25 0.5 0.25 0.25 0.50 0.50 0.50 0.25 0.50 0.50 0.50 0.25 Seed not required to be labeled under the California Food and Agriculture Code shall be tested for purity and germination by a seed laboratory certified by the Association of Official Seed Analysts, or a seed technologists certified by the Society of Commercial Seed Technologists. Seed shall have been tested for purity and germination not more than one year prior to application of seed. Deliver to the jobsite seeds for each plant species in separate, scaled containers. Perform proportioning by weight and mixing of seed mixes in the field in the presence of the Engineer immediately prior to application. B.Fertilizer: Ortho 16-16-16. C. Water: Free of substances harmful to seed growth. PART 3 EXECUTION 3.01 INSPECTION A. Examine finish surfaces, grades, topsoil quality, and depth. Do not start seeding Work until unsatisfactory conditions are corrected. 3 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Hydroseeding 02931-4 3.02 PREPARATION ss~*. A. Limit preparation to areas which will be immediately seeded. B. Loosen topsoil of seeded areas to minimum depth of 6". Remove stones over 1/2" in any dimension and sticks, roots, rubbish, and extraneous matter. C. Grade seeded areas to a smooth, free draining, even surface with a loose, moderately coarse texture. Roll and rake, remove ridges, and fill depressions as required to drain. D. Restore prepared areas to specified condition if eroded, settled, or otherwise disturbed after fine grading and prior to seeding. 3.03 INSTALLATION A. Hydroseed mix is a cool season mix and shall be seeded only during the period between October 15th and January 15th. Notify project biologist if seeding operations will not fall within the season specified above. Seed immediately after preparation of bed. B. Seed indicated areas within Contract limits and areas adjoining Contract limits disturbed as a result of construction operations. C. Use a hyromulcher (sprayer) and apply mixture at the following rate. Mix in accordance with Manufacturer's recommendations. D. Apply hydroseed slurry to indicated areas. 1. Seed apply at twelve pounds (12# ) per one thousand (1,000) square feet. 3.06 ACCEPTANCE A. Inspection to determine acceptance of seeded areas will be made by the project biologist upon Contractor's request prior to the start of the maintenance period. Provide notification at least ten (10) Working days before requested inspection date. B. Upon final acceptance at the end of the maintenance period, the Owner will assume maintenance of seeded areas. 3.07 CLEAN-UP Perform cleaning during installation of the Work and upon completion of the Work. Remove from site all excess materials, debris, and equipment. Repair damage resulting from seeding operations. End of Section City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Hydroseeding CP3537 August 2008 02931-5 SECTION 03100 CONCRETE FORMWORK PART 1 - GENERAL 1.01 WORK OF THIS SECTION A The Contractor shall provide concrete formwork, bracing, shoring, supports, and false work, in accordance with the Contract Documents. 1 Work Included in this Section. Principal items are: 2 Cast-in-Place Access Hole Bases 3 Furnishing, erection, and removal of forms. 4 Shoring and bracing of formwork. B Setting of embedded items and pipe sleeves for mechanical and electrical work under direction of respective trade. 1.02 RELATED SECTIONS A The Work of the following Sections apply to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of the Work. Section 03200 Reinforcement Steel Section 03300 Cast-in-Place Concrete Section 03315 Grout 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A Except as otherwise indicated in this Section of the Specifications, the Contractor shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC), together with the latest adopted editions of the Regional and City of Carlsbad Supplement Amendments. B The current edition of the California Building Code (CBC) as adopted by the City of Carlsbad Municipal Code. C Except as otherwise indicated, the current editions of the following apply to the Work of this Section: PS 1 U.S. Product Standard for Concrete Forms, Class I PS 20 American Softwood Lumber Standard ACI 117 Standard Tolerances for Concrete Construction and Materials ACI 318 Building Code Requirements for Reinforcing Concrete ACI 347 Recommended Practice for Concrete Formwork City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-1 1.04 CONTRACTOR SUBMITTALS A The Contractor shall, in accordance with the requirements in Section 01300 - Submittals, submit detailed drawings of the false work proposed to be used. Such drawings shall be in sufficient detail to indicate the general layout, sizes of members, anticipated stresses, grade of materials to be used in the false work, means of protecting existing construction which supports false work, and typical soil conditions. B The Contractor's attention is directed to the provisions of Section 1717 of the Division of Industrial Safety, Construction Safety Orders, as revised November 1973, which requires that all falsework or vertical shoring installations where the height of the falsework or vertical shoring, as measured from the top of the sills to the Soffit of the superstructure, exceeds 14 feet, or where individual horizontal span lengths exceed 16 feet, or provision for vehicular or railroad traffic through falsework or vertical shoring is made, shall be approved and signed by a civil engineer, registered in the State of California; provided further, that a copy of the falsework plan or shoring layout shall be available on the job site at all times. C The Contractor shall, in accordance with the requirements in Section 01300 - Submittals, submit the following. 1 Form ties and all related accessories, including taper tie plugs, if taper ties are used. 2 Form gaskets. 3 Releasing agent 4 All other components of form systems D The Contractor shall provide concrete construction joints and expansion joints of the types and locations indicated on the Drawings. The Contractor shall submit shop drawings showing the proposed location and type of required construction for any joints not shown on the Drawings, and the sequence of forming and concrete placing operations. 1.05 QUALITY ASSURANCE A The Contractor shall comply with the requirements of California Division of Occupational Health and Safety Construction Safety Orders Section 1717 and OSHA Part 1926, Section 1926.701 that apply to the Work of this Section. The Contractor shall prepare and maintain at least one copy of the required drawings at the site. Design of the structures shown on the Drawings does not include any allowance or consideration for imposed construction loads. The Contractor shall provide forms, shoring and falsework adequate for imposed live and dead loads, including equipment, height of concrete drop, concrete and foundation pressures, stresses, lateral stability, and other safety factors during construction. B Tolerances: The Contractor shall employ formwork complying with ACI347 Guide to Formwork for Concrete, except as exceeded by the requirements of regulatory agencies, or as otherwise indicated or specified. The Contractor shall design and construct formwork to produce finished concrete conforming to tolerances given in ACI 117. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-2 PART 2- PRODUCTS 2.01 GENERAL A Materials for concrete forms and false work shall conform to SSPWC Subsection 303-1.3 and the requirements herein. B Except as otherwise expressly accepted by the Construction Manager, all lumber brought on the job site for use as forms, shoring, or bracing shall be new material. All forms shall be smooth surface forms and shall be of the following materials: Walls Steel or plywood panel All other work Steel panels, plywood or tongue and groove lumber C Form materials which may remain or leave residues on or in the concrete shall be classified as acceptable for potable water use by the Environmental Protection Agency within 30 days of application or use. 2.02 FORM AND FALSE WORK MATERIALS A Materials for concrete forms, formwork, and false work shall conform to the following requirements: B Lumber shall be Douglas Fir or Southern Yellow Pine, construction grade or better, in conformance with U.S. Product Standard PS 20. C Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded; exterior type Douglas Fir or Southern Yellow Pine plywood manufactured especially for concrete formwork and shall conform to the requirements of PS 1 for Concrete Forms, Class I, and shall be edge sealed. D Form materials shall be metal, wood, plywood, or other approved material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line, and grade shown. Metal forms shall be an approved type that will accomplish such results. Wood forms for surfaces to be painted shall be Medium Density Overlaid plywood, MDO Ext. Grade. E Unless otherwise indicated, exterior corners in concrete members shall be provided with 3/4-inch chamfers. Re-entrant corners in concrete members shall not have fillets unless otherwise indicated. 2.03 FORM TIES A Form ties with integral water stops shall be provided with a plastic cone or other suitable means for forming a conical hole to insure that the form tie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod ties, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1-1/2 inches; and all such fasteners shall be such as to leave holes of regular shape for reaming. Form ties shall be Burke Penta-Tie system by The Burke Company; Richmond Snap-Tys by the Richmond Screw Anchor Company; or equal. B Form ties for water-retaining structures shall have integral water stops. Removable taper ties may be used when approved by the Construction Manager. A preformed neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie. Use Burke Taper-Tie System by The Burke Company; Taper-Ty by the Richmond Screw Anchor Company; or equal. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-3 2.04 FORM COATING A Non-grain raising and nonstaining resin or polymer type that will not leave residual matter on surface of concrete or adversely effect bonding to concrete of paint, plaster, mortar, protective coatings, waterproofing or other applied materials. Coatings containing mineral oils, paraffins, waxes or other nondrying ingredients, are not permitted. For concrete surfaces contacting portable stored water, use only coatings and form-release agents that are completely nontoxic. 2.05 FORM JOINT SEALERS A For joints between form panels, use resilient foam rubber strips, non-hardening plastic-type caulking compound free of oil, or waterproof pressure-sensitive plastic tape of minimum 8 mil thickness and 2 inches width. For form tie holes, use rubber plugs, plastic caulking compound, or equal. PART 3- EXECUTION 3.01 GENERAL A Forms and falsework shall be designed and constructed in accordance with ACI 347 and SSPWC Subsections 303-1 .3, 303-1 .6, and 303-5.2, and the requirements herein, except that the submittal of detailed falsework will not be required. B Tolerances: The variation from established grade or lines shall not exceed 1/4-inch in 10 feet and there shall be no offsets or visible waviness in the finished surface. All other tolerances shall be within the tolerances of ACI 117. C Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The Contractor shall assume full responsibility for the adequate design of all forms, and any forms which are unsafe or inadequate in any respect shall promptly be removed from the Work and replaced at no increased cost to the Owner. The Contractor shall provide worker protection from protruding reinforcement bars in accordance with applicable safety codes. A sufficient number of forms of each kind shall be provided to permit the required rate of progress to be maintained. The design and inspection of concrete forms, false work, and shoring shall comply with applicable local, state and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by Contractor's personnel and by the Construction Manager and shall be in sufficient number and properly installed. During concrete placement, the Contractor shall continually monitor plumb and string line form positions and immediately correct deficiencies. D Concrete forms shall conform to the shape, lines, and dimensions of members as called for on the Drawings, and shall be substantial, free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided. E Unless otherwise indicated, exterior corners in concrete members shall be provided with 3/4-inch chamfers. Re-entrant corners in concrete members shall not have fillets unless otherwise indicated. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-4 3.02 FORM DESIGN All forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete. Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in accurate alignment so as to prevent the formation of ridges, fins, offsets, or similar surface defects in the finished concrete. Plywood, 5/8-inch and greater in thickness, may be fastened directly to studding if the studs are spaced close enough to prevent visible deflection marks in the concrete. The forms shall be tight so as to prevent the loss of water, cement and fines during placing and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be provided with a gasket to prevent loss of fines and paste during placement and vibration of concrete. Such gasket may be a 1- to 1-1/2-inch diameter polyethylene rod held in position to the underside of the wall form. Adequate clean-out holes shall be provided at the bottom of each lift of forms. The size, number, and location of such clean-outs shall be as acceptable to the Construction Manager. Whenever concrete cannot be placed from the top of a wall form in a manner that meets the requirements of the Contract Documents, form windows shall be provided in the size and spacing needed to allow placement of concrete to the requirements of Section 03300 - Cast-in-Place Concrete. The size, number, and location of such form windows shall be as acceptable to the Construction Manager. 3.03 CONSTRUCTION A Vertical Surfaces: All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is shown. Not less than 1 inch of concrete shall be added to the thickness of the concrete member as shown where concrete is permitted to be placed against trimmed ground in lieu of forms. Such permission will be granted only for members of comparatively limited height and where the character of the ground is such that it can be trimmed to the required lines and will stand securely without caving or sloughing until the concrete has been placed. B Construction Joints: Concrete construction joints will not be permitted at locations other than those shown or specified, except as may be acceptable to the Construction Manager. When a second lift is placed on hardened concrete, special precautions shall be taken in the way of the number, location, and tightening of ties at the top of the old lift and bottom of the new to prevent any unsatisfactory effect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set in the forms where required. C Form Ties: 1 Embedded Ties: Holes left by the removal of form tie cones shall be reamed with suitable toothed reamers so as to leave the surface of the holes clean and rough before being filled with mortar as specified for "Finish of Concrete Surfaces" in Section 03300 - Cast-in-Place Concrete. Wire ties for holding forms will not be permitted. No form-tying device or part thereof, other than metal, shall be left embedded in the concrete. Ties shall not be removed in such manner as to leave a hole extending through the interior of the concrete members. The use of snap-ties which cause spalling of the concrete upon form stripping or tie removal will not be permitted. If steel panel forms are used, rubber grommets shall be provided where the ties pass through the form in order to prevent loss of cement paste. Where metal rods extending through the concrete are used to support or to strengthen forms, the rods shall remain embedded and shall terminate not less than 1 inch back from the formed face or faces of the concrete. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-5 2 Removable Ties: Where taper ties are approved for use, the larger end of the taper tie shall be on the wet side of walls in water retaining structures. After the taper tie is removed, the hole shall be thoroughly cleaned and roughened for bond. A precast neoprene or polyurethane tapered plug shall be located at the wall centerline. The hole shall be completely filled with non-shrink grout for water bearing and below-grade walls. The hole shall be completely filled with non-shrink or regular cement grout for above-grade walls.which are dry on both sides. Exposed faces of walls shall have the outer 2 inches of the exposed face filled with a cement grout which shall match the color and texture of the surrounding wall surface. D Embedded Items: Before the placement of concrete within the forms, each trade having embedded items, including water stops within the forms and affected by the pour, shall certify that all items are properly located and braced. This certification shall be provided by the Contractor to the Construction Manager at least 24 hours in advance of placement. 3.04 REMOVAL OF FORMS Careful procedures for the removal of forms shall be strictly followed, and this Work shall be done with care so as to avoid injury to the concrete. No heavy loading on green concrete will be permitted. In the case of roof slabs and above-ground floor slabs, forms for supported slab, but not shoring, shall remain in place until test cylinders for the roof concrete attain a minimum compressive strength of 75 percent of the 28-day strength specified in Section 03300 - Cast-in-PIace Concrete; provided, that no forms shall be disturbed or removed under an individual panel or unit before the concrete in the adjacent panel or unit has attained 75 percent of the specified 28-day strength and has been in place for a minimum of 7 days. The time required to establish said strength shall be as determined by the Construction Manager who will make several test cylinders for this purpose from concrete used in the first group of roof panels placed. If the time so determined is more than the 7-day minimum, then that time shall be used as the minimum length of time. Forms for all vertical walls and columns shall remain in place at least 2 days after the concrete has been placed. Forms for all parts of the Work not specifically mentioned herein shall remain in place for periods of time as determined by the Construction Manager. 3.05 REUSE OF FORMS Forms may be reused only if in good condition and only if acceptable to the Construction Manager. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces which are permanently exposed to view. In the case of forms for the inside wall surfaces of hydraulic/water retaining structures, unused tie rod holes in forms shall be covered with metal caps or shall be filled by other methods acceptable to the Construction Manager. 3.06 MAINTENANCE OF FORMS Forms shall be maintained at all times in good condition in accordance with SSPWC Subsection 303-1.3, particularly as to size, shape, strength, rigidity, tightness, and smoothness of surface. Forms, when in place, shall conform to the established alignment and grades. Before concrete is placed, the forms shall be thoroughly cleaned. The form surfaces shall be treated with a non-staining mineral oil or other lubricant acceptable to the Construction Manager. Any excess lubricant shall be satisfactorily removed before placing the concrete. Where field oiling of forms is required, the Contractor shall perform the oiling at least 2 weeks in advance of their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-6 3.07 FALSE WORK The Contractor shall be responsible for the design, engineering, construction, maintenance, and safety of all false work, including staging, walkways, forms, ladders, and similar appurtenances, which shall equal or exceed the applicable requirements of the provisions of the OSHA Safety and Health Standards for Construction, and the requirements of the California Division of Industrial Safety. 3.08 REMOVAL OF SHORING AND FALSE WORK The Contractor shall not remove shoring and false work until 2 1 days after concrete placement, or concrete has attained at least 90 percent of the 28 day design compressive strength as demonstrated by control test cylinders, but not sooner than 1 4 days. END OF SECTION 03100 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Concrete Formwork CP3537 August 2008 03100-7 SECTION 03200 REINFORCEMENT STEEL PART 1 - GENERAL 1.01 WORK OF THIS SECTION A The Contractor shall provide concrete reinforcement steel, welded wire fabric, couplers, concrete inserts, wires, clips, supports, chairs, spacers, and other accessories, complete, all in accordance with the Contract Documents. B Work Included in this Section. Principal items are: 1 Furnishing and placing bar and mesh reinforcing for cast-in-place concrete. 2 Submittals. 1.02 RELATED SECTIONS A The Work of the following Sections apply to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work. 1 Section 03 1 00 Concrete Formwork 2 Section 03300 Cast-in-Place Concrete 3 Section 033 15 Grout 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS' A Except as otherwise indicated in this Section of the Specifications, the Contractor shall comply with the latest adopted edition of the Standard specifications for Public Works Construction (SSPWC), together with the latest adopted editions of the Regional and City of Carlsbad Supplement Amendments. B The current edition of the California Building Code (CBC) as adopted by the City of Carlsbad Municipal Code. C Commercial Standards (Current Edition): ACI 3 1 5 Details and Detailing of Concrete Reinforcement ACI 3 1 8 Building Code Requirements for Structural Concrete CRSI MSP Concrete Reinforcing Steel Institute Manual of Standard Practice WRI Manual of Standard Practice for Welded Wire Fabric AWS Dl .4 Structural Welding Code - Reinforcing Steel D ASTM Standards in Building Codes (Current Edition): ASTM A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement ASTM A 1 85 Specification for Welded Steel Wire Fabric, Plain, for Concrete Reinforcement ASTM A 6 1 5 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-1 ASTM A 706 Specification for Low-Alloy Steel Deformed Bars for Concrete Reinforcement. ASTM A 775 Specification for Epoxy-Coated Reinforcing Steel Bars 1.04 CONTRACTOR SUBMITTALS A The Contractor shall furnish shop bending diagrams, placing lists, and drawings of all reinforcement steel before fabrication in accordance with the requirements of Section 01300 - Submittals. B Details of the concrete reinforcement steel and concrete inserts shall be submitted at the earliest possible date after receipt of the Notice to Proceed. Details of reinforcement steel for fabrication and erection shall conform to ACI315 and the requirements indicated. The shop bending diagrams shall show the actual lengths of bars, to the nearest inch, measured to the intersection of the extensions (tangents for bars of circular cross section) of the outside surface. The shop drawings shall include bar placement diagrams which clearly indicate the dimensions of each bar splice. C If reinforcement steel is spliced by welding at any location, the Contractor shall submit mill test reports which shall include the information necessary for the determination of the carbon equivalent as specified in AWS Dl .4. The Contractor shall submit a written welding procedure for each type of weld for each size of bar which is to be spliced by welding; a mere statement that AWS procedures will be followed will not be acceptable. D Mill Certificates: Steel producer's certificates of mill analysis, tensile and bend tests for reinforcement steel. E Shop bending diagrams, placing lists, and drawings of all reinforcement steel prior to fabrication. 1.05 QUALITY ASSURANCE A If requested by the Construction Manager, the Contractor shall furnish samples from each heat of reinforcement steel delivered in a quantity adequate for testing. Costs of initial tests will be paid by the Owner. Costs of additional tests due to material failing initial tests shall be paid by the Contractor. B If reinforcement steel is spliced by welding at any location, the Contractor shall submit certifications of procedure qualifications for each welding procedure used and certification of welder qualifications, for each welding procedure, and for each welder performing the Work. Such qualifications shall be as specified in AWS D 1.4. C If requested by the Construction Manager, the Contractor shall furnish samples of each type of welded splice used in the Work in a quantity and of dimensions adequate for testing. At the discretion of the Construction Manager, radiographic testing of direct butt welded splices will be performed. The Contractor shall provide assistance necessary to facilitate testing. The Contractor shall repair any weld which fails to meet the requirements of AWS Dl .4. The costs of testing will be paid by the Owner; except, the costs of all tests which fail to meet specified requirements shall be paid by the Contractor at no increase in cost to the Owner. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-2 PART 2- PRODUCTS 2.01 MATERIAL REQUIREMENTS A Materials which may remain or leave residues on or within the concrete shall be classified as acceptable for potable water use by the Environmental Protection Agency within 30 days of application or use. 2.02 REINFORCEMENT STEEL A Reinforcement steel for all cast-in-place reinforced concrete construction shall conform to the following requirements: 1 Bar reinforcement shall conform to the requirements of ASTM A 615 for Grade 60 Billet Steel Reinforcement or as otherwise indicated. 2 All welded reinforcement, specifically detailed or otherwise indicated, shall be low-alloy grade 60 deformed bars conforming to the requirements of ASTM A 706. 3 Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185 and the details indicated; provided, that welded wire fabric with longitudinal wire of W4 size wire and smaller shall be either provided in flat sheets or in rolls with a core diameter of not less than 10 inches; and provided further, that welded wire fabric with longitudinal wires larger than W4 size shall be provided in flat sheets only. 4 Tie wire shall be Annealed Steel, 14 gauge minimum. B Accessories: 1 Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers, and other devices to position reinforcement during concrete placement. All bar supports shall meet the requirements of the CRSI Manual of Standard Practice, Chapter 3, including special requirements for supporting epoxy coated reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum protection with a 1/8 -inch minimum thickness of plastic coating which extends at least 2 -inch from the concrete surface. Plastic shall be gray in color. 2 Concrete blocks (dobies), used to support and position reinforcement steel, shall have the same or higher compressive strength as specified for the concrete in which it is located. Wire ties shall be embedded in concrete block bar supports. 3 Tie wire shall be a minimum diameter of 16 gauge annealed steel wire. C Epoxy coating for reinforcing and accessories, where indicated, shall conform to ASTM A 775. 2.03 MECHANICAL COUPLERS A Mechanical couplers shall not be permitted. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-3 2.04 WELDED SPLICES A Welded splices shall be provided where indicated and where approved by the Construction Manager. All welded splices of reinforcement steel shall develop a tensile strength which exceeds 125 percent of the yield strength of the reinforcement bars which are connected. Only ASTM A 706 bars shall be welded. B All materials required to conform the welded splices to the requirements of AWS D1.4 shall be provided. 2.05 EPOXY GROUT A Epoxy for grouting reinforcing bars shall be specifically formulated for such application, for the moisture condition, application temperature, and orientation of the hole to be filled. Epoxy grout shall meet the requirements found in Section 03315 - Grout. PART 3- EXECUTION 3.01 GENERAL A All reinforcement steel, welded wire fabric, couplers, and other appurtenances shall be fabricated, and placed in accordance with the requirements of the Uniform Building Code and the supplementary requirements indicated herein. 3.02 FABRICATION AND DELIVERY A The Contractor shall conform to CRSI MSP, Chapters 6 and 7, except as otherwise indicated or specified. The Contractor shall bundle reinforcement and tag with suitable identification to facilitate sorting and placing, and transport and store at site so as not to damage material. The Contractor shall keep a sufficient supply of tested, approved, and proper reinforcement at site to avoid delays. The Contractor shall fabricate reinforcement bars for structures in accordance with bending diagrams, placing lists, and placing drawings. B Bending and Forming: The Contractor shall bend bars of indicated size and accurately form in accordance with the requirements of ACI 315 and ACI 318 to shapes and lengths indicated on drawings and required by methods not injurious to materials. The Contractor shall not heat reinforcement for bending. Bars with kinks or bends not scheduled will be rejected. Stirrups and tie bars shall be bent around a pin having a diameter not less than 1-1/2-inch for No. 3 bars, 2-inch for No. 4 bars, and 2-1/2-inch for No. 5 bars. Bends for other bars shall be made around a pin having a diameter not less than 6 times the bar diameter, except for bars larger than 1 inch, in which case the bends shall be made around a pin of 8 bar diameters. C Fabricating Tolerance: All fabrication of reinforcing bars shall meet the following requirements (ACI 117): 1 Sheared Length: + 1 inch 2 Depth of Truss Bars: +0,-2 inch 3 Stirrups, Ties, and Spirals: ± 2 inch 4 All Other Bends: + 1 inch City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-4 3.03 PLACING A Reinforcement steel shall be accurately positioned and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. All reinforcement steel shall be supported by concrete, plastic or metal supports, spacers or metal hangers which are strong and rigid enough to prevent any displacement of the reinforcement steel. Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used, in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. All concrete blocks used to support reinforcement steel shall be tied to the steel with wire ties which are embedded in the blocks. For concrete over formwork, the Contractor shall furnish concrete, metal, plastic, or other acceptable bar chairs and spacers. B Tie wires shall be bent away from the forms in order to provide the specified concrete coverage. C Bars additional to those shown which may be found necessary or desirable by the Contractor for the purpose of securing reinforcement in position shall be provided by the Contractor at no additional cost to the Owner. D Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ACI 318 except where in conflict with the requirements of the UBC. E Bars may be moved as necessary to avoid interference with other reinforcement steel, conduits, or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be subject to the approval of the Construction Manager. F Welded wire fabric reinforcement placed over horizontal forms shall be supported on slab bolsters. Slab bolsters shall be spaced not more than 30 inches on centers, shall extend continuously across the entire width of the reinforcement mat, and shall support the reinforcement mat in the plane indicated. G Welded wire fabric placed over the ground shall be supported on wired concrete blocks (dobies) spaced not more than 3 feet on centers in any direction. The construction practice of placing welded wire fabric on the ground and hooking into place in the freshly placed concrete shall not be used. H Epoxy coated reinforcing bars shall be stored, transported, and placed in such a manner as to avoid chipping of the epoxy coating. Non-abrasive slings made of nylon and similar materials shall be used. Specially coated bar supports shall be used. All chips or cracks in the epoxy coating shall be repaired with a compatible epoxy repair material prior to placing concrete. I Accessories supporting reinforcing bars shall be spaced such that there is no deflection of the accessory from the weight of the supported bars. When used to space the reinforcing bars from wall forms, the forms and bars shall be located so that there is no deflection of the accessory when the forms are tightened into position. J The Contractor shall request, in writing, final re-bar inspection a minimum of 24 hours prior to planned placement of concrete. 3.04 SPLICES A Splicing shall be in accordance with ACI-318, unless otherwise noted on Drawings and shall only be used at locations indicated. When it is necessary to splice reinforcement at points other than where shown, a Request for Clarification shall be submitted to the Construction Manager. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-5 B Splices of Reinforcement: The length of lap for reinforcement bars, unless otherwise indicated, shall be in accordance with ACI 318, Section 12.15.1 for a class B splice. C Vertical Bars. Except as specifically detailed or otherwise indicated, splicing of vertical bars in concrete is not permitted, except at the indicated or approved horizontal construction joints or as otherwise specifically detailed. D Horizontal Bars. Except as specifically detailed or otherwise indicated, splicing of horizontal bars in concrete is not permitted. E Mechanical Couplers are not permitted. F Welding: Except as specifically detailed or otherwise indicated, welding of reinforcing bars is not permitted. G Bending or Straightening. Reinforcement shall not be straightened or re-bent in a manner which will injure the material. Bars with kinks or bends not shown shall not be used. All bars shall be bent cold, unless otherwise permitted by the Construction Manager. No bars partially embedded in concrete shall be field-bent except as shown or specifically permitted by the Construction Manager. 3.05 ADDITIONAL REINFORCING A The Contractor shall provide additional reinforcing bars at sleeves and openings as indicated on Drawings. 3.06 WELDED WIRE MESH A The Contractor shall install necessary supports and chairs to hold the wire mesh in place during concrete pours. The Contractor shall straighten mesh to lay in a flat plane and bend mesh as shown or required to fit work. The Contractor shall provide laps of no less than one complete mesh, unless otherwise detailed, and shall tie every other wire at laps. Roll mesh is not acceptable. 3.07 EMBEDMENT OF DRILLED REINFORCING STEEL DOWELS A Hole Preparation: 1 The hole diameter shall be as recommended by the epoxy manufacturer but shall be no larger than 0.25 inch greater than the diameter of the outer surface of the reinforcing bar deformations. 2 The depth of the hole shall be as recommended by the epoxy manufacturer to fully develop the bar but shall not be less than 12 bar diameters, unless noted otherwise. 3 The hole shall be drilled by methods which do not interfere with the proper bonding of epoxy. 4 Existing reinforcing steel in the vicinity of proposed holes shall be located prior to drilling. The location of holes to be drilled shall be adjusted to avoid drilling through or nicking any existing reinforcing bars. 5 The hole shall be blown clean with clean, dry compressed air to remove all dust and loose particles. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-6 6 Epoxy shall be injected into the hole through a tube placed to the bottom of the hole. The tube shall be withdrawn as epoxy is placed but kept immersed to prevent formation of air pockets. The hole shall be filled to a depth that insures that excess material will be expelled from the hole during dowel placement. 7 Dowels shall be twisted during insertion into the partially filled hole so as to guarantee full wetting of the bar surface with epoxy. The bar shall be inserted slowly enough to avoid developing air pockets. 3.08 SPACING OF BARS A The clear distance between parallel bars (except in columns and between multiple layers of bars in beams) shall be not less than 3-inches. B Where reinforcement in beams is placed in 2 or more layers, the clear distance between layers shall be not less than one and one half inch. C The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars. 3.09 CLEANING AND PROTECTION A Reinforcement steel shall at all times be protected from conditions conducive to corrosion until concrete is placed around it. B The surfaces of all reinforcement steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcement shall be re-inspected and, if necessary re-cleaned. END OF SECTION 03200 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Reinforcement Steel CP3537 August 2008 03200-7 SECTION 03300 CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.01 WORK OF THIS SECTION A. The Contractor shall provide finished structural concrete including forming, mixing, placing, curing, repairing, and finishing, complete, in accordance with the Contract Documents. B. The following types of concrete are covered in this Section: 1. Structural Concrete: Concrete to be used in all cases except where noted otherwise in the Contract Documents. 1.02 RELATED SECTIONS A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work. 1. Section 03100 Concrete Formwork 2. Section 03200 Reinforcement Steel 3. Section 03315 Grout 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Except as otherwise indicated in this Section, the Contractor shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC), together with the latest adopted editions of the Regional and City of Carlsbad Supplement Amendments. B. The current edition of the California Building Code (CBC) as adopted by the City of Carlsbad Municipal Code. C. Except as otherwise indicated, the current editions of the following standards apply to the work of this Section: 1. Federal Specifications: UU-B-790A (Int. Amd. 1) Building Paper, Vegetable Fiber (Kraft, Water-proofed, Water Repellant and Fire Resistant) 2. Commercial Standards: ACI 117 Standard Tolerances for Concrete Construction and Materials ACI 214 Recommended Practice for Evaluation of Strength Test Results of Concrete ACI 301-96 Specifications for Structural Concrete for Buildings ACI 309 Consolidation of Concrete ACI 315 Details and Detailing of Concrete Reinforcement City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-1 3. ACI 318 Building Code Requirements for Reinforced Concrete ACI 350R Environmental Engineering Concrete Structures ASTM Standards in Building Codes: ASTMC31 ASTM C 33 ASTM C 39 ASTM C 40 ASTM C 42 ASTM C 88 ASTM C 94 ASTM C 131 ASTMC 136 ASTM C 138 ASTMC 143 ASTMC 150 ASTMC 156 ASTMC 157 ASTMC 172 ASTMC 192 ASTM C 227 ASTM C 231 ASTM C 260 ASTM C 289 ASTM C 309 ASTM C 494 Practice for Making and Curing Concrete Test Specimens in the Field Specification for Concrete Aggregates Test Method for Compressive Strength of Cylindrical Concrete Specimens Test Method for Organic Impurities in Fine Aggregates for Concrete Test Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate Specification for Ready-Mixed Concrete Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine Test Method for Sieve Analysis of Fine and Coarse Aggregates Test Method for Unit Weight, Yield, and Air Content of Concrete Test Method for Slump of Hydraulic Cement Concrete Specification for Portland Cement Test Method for Water Retention by Concrete Curing Materials Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete Standard Method of Sampling Freshly Mixed Concrete Practice for Making and Curing Concrete Test Specimens in the Laboratory Test Method for Potential Alkali Reactivity of Cement- Aggregate Combinations (Mortar-Bar Method) Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method Specification for Air-Entraining Admixtures for Concrete Test Method for Potential Reactivity of Aggregates (Chemical Method) Specifications for Liquid Membrane-Forming Compounds for Curing Concrete Specification for Chemical Admixtures for Concrete City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Cast-In-Place Concrete 03300-2 ASTM C 535 Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM C 1077 Practice for Laboratories Testing Concrete and Concrete Aggregates for use in Construction & Criteria for Laboratory Evaluation ASTM D 1751 Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types) ASTM D 2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate 1.04 CONTRACTOR SUBMITTALS A. Mix Designs: Before starting the Work and within 14 days of the notice to proceed, the Contractor shall submit to the Construction Manager, for review, preliminary concrete mix designs which shall show the proportions and gradations of all materials proposed for each class and type of concrete specified herein in accordance with Section 01300 - Submittals. The mix designs shall be checked and certified to conform to these specifications by an independent testing laboratory acceptable to the Construction Manager to be in conformance with these Specifications. All costs related to such checking and testing shall be borne by the Contractor at no increased cost to the Owner. B. Delivery Tickets: Where ready-mix concrete is used, the Contractor shall furnish delivery tickets at the time of delivery of each load of concrete. Each ticket shall show the state certified equipment used for measuring and the total quantities, by weight, of cement, sand, each class of aggregate, admixtures, and the amounts of water in the aggregate added at the batching plant, and the amount allowed to be added at the site for the specific design mix. In addition, each ticket shall state the mix number, total yield in cubic yards, and the time of day, to the nearest minute, corresponding to the times when the batch was dispatched, when it left the plant, when it arrived at the site, when unloading began, and when unloading was finished. C. The Contractor shall provide the following submittals in accordance with ACI 301: Mill tests for cement. Certificate of compliance for flyash. Admixture certification. Chloride ion content must be included. Aggregate gradation and certification. Materials and methods for curing. Results of 7, 14, and 28-day compression tests done on trial batches. Results of shrinkage drying tests. D. The Contractor shall provide catalog cuts and other Manufacturer's technical data demonstrating compliance with the requirements indicated and specified herein for all admixtures used in the concrete mix design including the design mix for portland cement concrete as specified in this section. E. When a water reducing admixture is to be used, the Contractor shall furnish mix designs for concrete both with and without the admixture. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-3 1.05 QUALITY ASSURANCE A. General: •—«s 1. Tests on component materials and for compressive strength and shrinkage of concrete will be performed as specified herein. Test for determining slump will be in accordance with the requirements of ASTM C 143 and shall be performed by the Approved Testing Laboratory at the direction of the Construction Manager with costs paid for by the Contractor. 2. The cost of all laboratory tests requested by the Construction Manager on cement, aggregates, and concrete, will be borne by the owner. However, the Contractor will be charged for the cost of any additional tests and investigation on work performed which does not meet the Specifications. The laboratory must meet or exceed the requirements of ASTM C 1077. 3. Concrete for testing shall be supplied by the Contractor at no cost to the Owner, and the Contractor shall provide assistance to the Construction Manager in obtaining samples, and disposal and cleanup of excess material. B. Field Compression Tests: 1. Compression test specimens will be taken during construction from the first placement of each class of concrete specified herein and at intervals thereafter as selected by the Construction Manager to ensure continued compliance with these Specifications. Each set of test specimens will be a minimum of five cylinders. 2. Compression test specimens for concrete shall be made in accordance with section 9.2 of ASTM C 31. Specimens shall be 6-inch diameter by 12-inch high cylinders. ^^ 3. Compression tests shall be performed in accordance with ASTM C 39. One test cylinder will ""**'*'* be tested at 7 days and two at 28 days. The remaining cylinders will be held to verify test results, if needed. C. Evaluation and Acceptance of Concrete: 1. Evaluation and acceptance of the compressive strength of concrete shall be according to the requirements of ACI 318, Chapter 5 "Concrete Quality," and as specified herein. 2. A statistical analysis of compression test results will be performed according to the requirements of ACI 214. The standard deviation of the test results shall not exceed 640 psi, when ordered at equivalent water content as estimated by slump. 3. If any concrete fails to meet these requirements, immediate corrective action shall be taken to increase the compressive strength for all subsequent batches of the type of concrete affected. 4. When the standard deviation of the test results exceeds 640 psi, the average strength for which the mix is designed shall be increased by an amount necessary to satisfy the statistical requirement that the probability of any test being more than 500 psi below or the average of any three consecutive tests being below the specified compressive strength is 1 in 100. The required average strength shall be calculated by Criterion No. 3 of ACI 214 using the actual standard of deviation. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-PIace Concrete CP3537 August 2008 03300-4 5. All concrete which fails to meet the ACI requirements and these Specifications, is subject to removal and replacement at no increase in cost to the Owner. _,,4i »»». \i D. Shrinkage Tests: 1. Drying shrinkage tests for concrete used in hydraulic structures will be made for the trial batch specified in Subsection 03300-2.5C, the first placement of each class of concrete, and during construction to insure continued compliance with these Specifications. 2. Drying shrinkage specimens shall be 4-inch by 4-inch by 11-inch prisms with an effective gauge length of 10 inches, fabricated, cured, dried and measured in accordance with ASTM C 157 modified as follows: specimens shall be removed from molds at an age of 23 +1 hour after trial batching, and shall be placed immediately in water at 70 degrees F + 3 degrees F for at least 30 minutes, and shall be measured within 30 minutes thereafter to determine original length, and then submerged in saturated lime water at 73 degrees F ± 3 degrees F. Measurement to determine expansion expressed as a percentage of original length shall be made at age 7 days. This length at age 7 days shall be the base length for drying shrinkage calculations ("0" days drying age). Specimens shall then be stored immediately in a humidity controlled room maintained at 73 degrees F + 3 degrees F, and 50 percent at + 4 percent relative humidity for the remainder of the test. Measurements to determine shrinkage expressed as percentage of base length, shall be made and reported separately for 7, 14, 21 and 28 days of drying after 7 days of moist curing. 3. The drying shrinkage deformation of each specimen shall be computed as the difference between the base length (at "0" days drying age) and the length after drying at each test age. The average drying shrinkage deformation of the specimens shall be computed to the nearest — 0.0001 inch at each test age. If the drying shrinkage of any specimen departs from the average of that test age by more than 0.0004 inch, the results obtained from that specimen shall be disregarded. Results of the shrinkage test shall be reported to the nearest 0.001 percent of shrinkage. Compression test specimens shall be taken in each case from the same concrete used for preparing drying shrinkage specimens. These tests shall be considered a part of the normal compression tests for the project. Allowable shrinkage limitations shall be as specified in Part 3, herein. 4. Aggregates: Test for potential alkali-silica reactions in accordance with ASTM C 227 and ASTM C 289. E. Construction Tolerances: Set and maintain concrete forms and perform finishing operations so as to ensure that the completed Work is within the tolerances specified herein. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Tolerance is the specified permissible variation from lines, grades, or dimensions shown. Where tolerances are not stated in the Specifications, permissible deviations will be in accordance with ACI 117. 1. The following construction tolerances are hereby established and apply to finished walls and slab unless otherwise shown: City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-5 Item Tolerance Variation of the constructed linear outline from the In 10 feet: 1/4-inch; established position in plan. In 20 feet or more: 1/2-inch Variation from the level or from the grades shown. In 1 0 feet: 1/4-inch; In 20 feet or more: 1/2-inch Variation from the plumb In 10 feet: 1/4-inch; In 20 feet or more: 1/2-inch Variation in the thickness of slabs and walls Minus 0-inch; Plus 3/4-inch Variation in the locations and sizes of slabs and wall Plus or minus 1/4-inch openings PART 2- PRODUCTS 2.01 CONCRETE MATERIALS A. General: Materials shall be delivered, stored, and handled so as to prevent damage by water or breakage. Only one brand of cement shall be used. Cement reclaimed from cleaning bags or leaking containers shall not be used. All cement shall be used in the sequence of receipt of shipments. B. All materials furnished for the Work shall comply with the requirements of Sections 201 , 203, and 204 of ACI 3 01, as applicable. C. Storage of materials shall conform to the requirements of Section 2.5 of ACI 301 or the SSPWC. D. Materials for concrete shall conform to the following requirements: 1 . Cement shall be standard brand portland cement conforming to ASTM C 1 50 for Type V low alkali, including Table 2 optional requirements. Portland cement shall contain not more than 0,60 percent Alkalies. The term "Alkalies" referred to herein is defined as the sum of the percentage of sodium oxide and 0.658 times the percentage of potassium oxide (Na20 + 0.658 K20). These oxides shall be determined in accordance with ASTM C 1 14. A minimum of 85 percent of cement by weight shall pass a 325 screen. A single brand of cement shall be used throughout the Work, and before its use, the brand shall be acceptable to the Engineer. The cement shall be suitably protected from exposure to moisture until used. Cement that has become lumpy shall not be used. Sacked cement shall be stored in such a manner so as to permit access for inspection and sampling. Certified mill test reports, including fineness, for each shipment of cement to be used shall be submitted to the Engineer if requested regarding compliance with these Specifications. 2. Flyash shall conform to ASTM C618, Class F and the following requirements. The maximum permitted loss on ignition shall be 4%. The maximum SO3 content shall be 3%. 3 . Water for mixing and curing shall be potable, clean, and free from objectionable quantities of silty organic matter, alkali, salts and other impurities. The water shall be considered potable, for the purposes of this Section only, if it meets the requirements of the local governmental agencies. Agricultural water with high total dissolved solids concentration (over 1,000 mg/1 TDS) shall not be used. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-6 4. Aggregates shall be obtained from pits acceptable to the Construction Manager, shall be non- reactive, and shall conform to ASTM C 33. Maximum size of coarse aggregate shall be as specified herein. Lightweight sand for fine aggregate will not be permitted. a. Coarse aggregates shall consist of clean, hard, durable gravel, crushed gravel, crushed rock or a combination thereof. The coarse aggregates shall be prepared and handled in two or more size groups for combined aggregates with a maximum size greater than 3/4 inch. When the aggregates are proportioned for each batch of concrete the two size groups shall be combined. See the Paragraph in Part 2 entitled "Trial Batch and Laboratory Tests" for the use of the size groups. b. Fine aggregates shall be natural sand or a combination of natural and manufactured sand that are hard and durable. When tested in accordance with ASTM D 2419, the sand equivalency shall not be less than 75 percent for an average of three samples, nor less than 70 percent for an individual test. Gradation of fine aggregate shall conform to ASTM C 33, with 10 to 30 percent passing the number 50 screen and 2 to 10 percent passing the number 100 screen. The fineness modulus of sand used shall not be over 3.00. c. Combined aggregates shall be well graded from coarse to fine sizes, and shall be uniformly graded between screen sizes to produce a concrete that has optimum workability and consolidation characteristics. Where a trial batch is required for a mix design, the final combined aggregate gradations will be established during the trial batch process. d. When tested in accordance with ASTM C 289, the ratio of silica released to reduction in alkalinity shall not exceed 1.0. e. When tested in accordance with ASTM C 40, the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution. f. When tested in accordance with ASTM C 131 or ASTM 535, the coarse aggregate shall show a loss not exceeding 42 percent after 500 revolutions, or 10.5 percent after 100 revolutions. g. When tested in accordance with ASTM C 33, the loss resulting after five cycles shall not exceed 10 percent for fine or coarse aggregate when using sodium sulfate. h. When tested in accordance with ASTM C 227, the 6-month expansion shall be less than 0.10%. 5. Ready-mix concrete shall conform to the requirements of ASTM C 94. 6. Admixtures: All admixtures shall be compatible and by a single manufacturer capable of providing qualified field service representation. Admixtures shall be used in accordance with manufacturer's recommendations. If the use of an admixture is producing an inferior end result, discontinue use of the admixture. Admixtures shall not contain thiocyanates nor more than 0.05 percent chloride ion, and shall be nontoxic after 30 days. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-7 a. Air-entraining agent meeting the requirements of ASTM C 260, shall be used. Sufficient air-entraining agent shall be used to provide a total air content of 5 percent minus 1 or plus 2 percent for normal concrete and 4 percent plus or minus 1 percent for shotcrete. The Owner reserves the right, at any time, to sample and test the air- entraining agent received on the job. The air-entraining agent shall be added to the batch in a portion of the mixing water. The solution shall be batched by means of a mechanical batcher capable of accurate measurement. Air content shall be tested at the point of placement. Air entraining agent shall be Micro-Air by Master Builders; Daravair by W.R. Grace; Sika AEA-15 by Sika Corporation; or equal. b. Set controlling and water reducing admixtures: Admixtures may be added at the Contractor's option to control the set, effect water reduction, and increase workability. The addition of an admixture shall be at no increase in cost to the Owner. The use of an admixture shall be subject to acceptance by the Construction Manager. Concrete containing an admixture shall be first placed at a location determined by the Construction Manager. Admixtures specified herein shall conform to the requirements of ASTM C 494. The required quantity of cement shall be used in the mix regardless of whether or not an admixture is used. (1) Concrete shall not contain more than one water reducing admixture. Concrete containing an admixture shall be first placed at a location determined by the Construction Manager. If the use of an admixture is producing an inferior result, the Contractor shall discontinue use of an admixture. (2) Set controlling admixture shall be either with or without water-reducing properties. Where the air temperature at the time of placement is expected to be consistently over 80 degrees F, a set retarding admixture such as Plastocrete by Sika Corporation; Pozzolith 300R by Master Builders; Daratard by W.R. Grace; or equal shall be used. Where the air temperature at the time of placement is expected to be consistently under 40 degrees F, a non-corrosive set accelerating admixture such as Plastocrete 161 FL by Sika Corporation; Pozzutec 20 by Master Builders; Daraset by W.R. Grace; or equal shall be used. (3) Normal range water reducer shall conform to ASTM C 494, Type A. WRDA79 by W.R. Grace; Pozzolith 322-N by Master Builders; Plastocrete 161 by Sika Corporation; or equal. The quantity of admixture used and the method of mixing shall be in accordance with the Manufacturer's instructions and recommendations. (4) High range water reducer shall conform to ASTM C 494, Type F or G. Daracem 100 or WDRA 19 by W.R. Grace; Sikament FF or Sikament 86 by Sika Corporation; Rheobuild 1000 or Rheobuild 716 by Master Builders; or equal. High range water reducer shall be added to the concrete after all other ingredients have been mixed and initial slump has been verified. No more than 14 ounces of water reducer per sack of cement shall be used. Water reducer shall be considered as part of the mixing water when calculating water cement ratio. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-8 (5) If the high range water reducer is added to the concrete at the job site, it may be used in conjunction with the same water reducer added at the batch plant. Concrete shall have a slump of 3 inches + 1/2 inch before adding the high range water reducing admixture at the job site. The high range water reducing admixture shall be accurately measured and pressure injected into the mixer as a single dose by an experienced technician. A standby system shall be provided and tested before each day's operation of the job site system. (6) Concrete shall be mixed at mixing speed for a minimum of 30 mixer revolutions after the addition of the high range water reducer. (7) Calcium Chloride: Except as otherwise provided herein, calcium chloride will not be permitted to be used in concrete. 2.02 CURING MATERIALS A. Materials for curing concrete as specified herein shall conform to the following requirements and ASTM C 309: 1. All curing compounds shall be white pigmented and resin based. Sodium silicate compounds shall not be allowed. Concrete curing compound shall be Spartan Cote Cure-Seal Hardener by the Burke Company; Super Rez Seal by Euclid Chemical Company; MB-429 as manufactured by Master Builders; or equal. Water based resin curing compounds shall be used only where local air quality regulations prohibit the use of a solvent based compound. Water based curing compounds shall be Aqua Resincure by the Burke Company; Aqua-Cure by Euclid Chemical Company; Masterkure-W by Master Builders; or equal. 2. Polyethylene sheet for use as concrete curing blanket shall be white, and shall have a nominal thickness of 6 mils. The loss of moisture when determined in accordance with the requirements of ASTM C 156 shall not exceed 0.055 grams per square centimeter of surface. 3. Polyethylene-coated waterproof paper sheeting for use as concrete curing blanket shall consist of white polyethylene sheeting free of visible defects, uniform in appearance, having a nominal thickness of 2 mils and permanently bonded to waterproof paper conforming to the requirements of Federal Specification UU-B-790A (Int. Amd. 1). The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 gram per square centimeter of surface. 4. Polyethylene-coated burlap for use as concrete curing blanket shall be 4 mils thick, white opaque polyethylene film impregnated or extruded into one side of the burlap. Burlap shall weigh not less than 9 ounces per square yard. The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 gram per square centimeter of surface. 5. Curing mats for use in Curing Method 6 as specified herein, shall be heavy shag rugs or carpets or cotton mats quilted at 4 inches on center. Curing mats shall weigh a minimum of 12 ounces per square yard when dry. 6. Evaporation retardant shall be a material such as Confilm as manufactured by Master Builders; Eucobar as manufactured by Euclid Chemical Company; or equal. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-9 2.03 JOINT MATERIALS A. Materials for joints in concrete shall conform to the following requirements: 1. Preformed joint filler shall be a nonextruding, resilient, bituminous type conforming to the requirements of ASTM D 1751. 2.04 CONCRETE DESIGN REQUIREMENTS A. Mix Design. 1. 2. 3. General: Concrete shall be composed of Class V low alkali cement rated 5000 psi, admixtures, aggregates and water. These materials shall be of the qualities specified. The exact proportions in which these materials are to be used for different parts of the Work will be determined during the trial batch. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. In mix designs, the percentage of sand of the total weight of fine and coarse aggregate shall not exceed 41 for hydraulic structures or 50 for all other structures, unless noted otherwise. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the Owner. All changes shall be subject to review by the Construction Manager. Water-Cement Ratio and Compressive Strength: The minimum compressive strength and cement content of concrete shall be not less than that specified in the following tabulation. Type of Work Structural Concrete: Walls and all other concrete Items Not Specified Elsewhere: Shotcrete Min 28-Day Compressive Strength (psi) 4,500 4,500 Max Size Aggregate (in) Minimum Cement Max W/C per cu yd Ratio (Ib) (by weight) 3/8 752 752 0.40 0.40 Note: The Contractor is cautioned that the limiting parameters specified above are not a mix design. Additional cement or water reducing agent may be required to achieve work ability demanded by the Contractor's construction methods and aggregates. The Contractor is responsible for any costs associated with furnishing concrete with the required workability. Adjustments to Mix Design: The mixes used shall be changed whenever such change is necessary or desirable to secure the required strength, density, work ability, and surface finish and the Contractor shall be entitled to no additional compensation because of such changes. The water-cement (w/c) ratio shall not be increased. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Cast-In-Place Concrete 03300-10 B. Consistency: 1. The quantity of water entering into a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place without segregation, and which can be compacted by the vibratory methods herein specified to give the desired density, impermeability and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143. The slumps shall be as follows: Part of Work Slump (in) All concrete, unless note otherwise 3 inches + 1 inch With high range water reducer added 8 inches (5 inches min.) Ductbanks 7 inches + 1-1/2 inches C. Trial Batch and Laboratory Tests: 1. Before placing any concrete, a testing laboratory designated by Construction Manager shall prepare a trial batch of each class of concrete having a 28 day compressive strength of 5000 psi or higher, based on the preliminary concrete mixes submitted by the Contractor. During the trial batch the aggregate proportions may be adjusted by the testing laboratory using the two coarse aggregate size ranges to obtain the required properties. If one size range produces an acceptable mix, a second size range need not be used. Such adjustments shall be considered refinements to the mix design and shall not be the basis for extra compensation to the Contractor. All concrete shall conform to the requirements of this Section, whether the aggregate proportions are from the Contractor's preliminary mix design, or whether the proportions have been adjusted during the trial batch process. The trial batch shall be prepared using the aggregates, cement and admixture proposed for the project. The trial batch materials shall be of a quantity such that the testing laboratory can obtain 3 drying shrinkage, and 6 compression test specimens from each batch. Any additional trial batch testing required shall be performed at the expense of the Contractor at no increase in cost to the Owner. 2. The determination of compressive strength will be made by testing 6-inch diameter by 12-inch high cylinders; made, cured and tested in accordance with ASTM C 192 and ASTM C 39. Three compression test cylinders will be tested at 7 days and 3 at 28 days. The average compressive strength for the three cylinders tested at 28 days for any given trial batch shall not be less than 125 percent of the specified compressive strength. 3. A sieve analysis of the combined aggregate for each trial batch shall be performed according to the requirements of ASTM C 136. Values shall be given for percent passing each sieve. 4. In lieu of trial batch and laboratory tests specified in this Section, the Contractor may submit previously-designed, tested, and successfully-used concrete mixes, using materials similar to those intended for this project, together with a minimum of three certified test reports of the 28-day strength of the proposed concrete mix. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-11 D. Shrinkage Limitation: 1. The maximum concrete shrinkage for specimens cast in the laboratory from the trial batch, as measured at 21-day drying age or at 28-day drying age shall be 0.036 percent or 0.042 percent, respectively. Use a mix design for construction that has first met the trial batch shrinkage requirements. Shrinkage limitations apply only to structural concrete. 2. The maximum concrete shrinkage for specimens cast in the field shall not exceed the trial batch maximum shrinkage requirement by more than 25 percent. 3. If the required shrinkage limitation is not met during construction, take any or all of the following actions, at no additional cost to the Owner, for securing the specified shrinkage requirements. These actions may include changing the source or aggregates, cement and/or admixtures; reducing water content; washing of aggregate to reduce fines; increasing the number of construction joints; modifying the curing requirements; or other actions designed to minimize shrinkage or the effects of shrinkage. E. Measurement of Cement and Aggregate: 1. The amount of cement and of each separate size of aggregate entering into each batch of concrete shall be determined by direct weighing equipment acceptable to the Construction Manager. 2. Weighing Tolerances: Material Percent of Total Weight Cement 1 Aggregates 3 Admixtures 3 F. Measurement of Water: 1. The quantity of water entering the mixer shall be measured by a suitable water meter or other measuring device of a type acceptable to the Construction Manager and capable of measuring the water in variable amounts within a tolerance of one percent. The water feed control mechanism shall be capable of being locked in position so as to deliver constantly any specified amount of water to each batch of concrete. A positive quick-acting valve shall be used for a cut-off in the water line to the mixer. The operating mechanism must be such that leakage will not occur when the valves are closed. 2.05 READY MIXED CONCRETE A. At the Contractor's option, ready-mixed concrete may be used meeting the requirements as to materials, batching, mixing, transporting, and placing as specified herein and in accordance with ASTM C 94, including the following supplementary requirements. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-12 B. Ready-mixed concrete shall be delivered to the site of the Work, and discharge shall be completed within one hour after the addition of the cement to the aggregates or before the drum has been revolved 250 revolutions, whichever is first. In hot weather above 85 degrees F or under conditions contributing to quick stiffening of concrete, the introduction of cement to the aggregate and discharge shall not exceed 45 minutes. C. Truck mixers shall be equipped with electrically-actuated counters by which the number of revolutions of the drum or blades may be readily verified. The counter shall be of the resettable, recording type, and shall be mounted in the driver's cab. The counters shall be actuated at the time of starting mixers at mixing speeds. D. Each batch of concrete shall be mixed in a truck mixer for not less than 70 revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment. Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing. E. Truck mixers and their operation shall be such that the concrete throughout the mixed batch as discharged is within acceptable limits of uniformity with respect to consistency, mix, and grading. If slump tests taken at approximately the 1/4 and 3/4 points of the load during discharge give slumps differing by more than one inch when the specified slump is 3 inches or less, or if they differ by more than 2 inches when the specified slump is more than 3 inches, the mixer shall not be used on the Work unless the causing condition is corrected and satisfactory performance is verified by additional slump tests. All mechanical details of the mixer, such as water measuring and discharge apparatus, condition of the blades, speed of rotation, general mechanical condition of the unit, and clearance of the drum, shall be checked before a further attempt to use the unit will be permitted. F. Each batch of ready-mixed concrete delivered at the job site shall be accompanied by a delivery ticket furnished to the Construction Manager in accordance with Subsection 03300-1.4B. G. The use of non-agitating equipment for transporting ready-mixed concrete will not be permitted. Combination truck and trailer equipment for transporting ready-mixed concrete will not be permitted. The quality and quantity of materials used in ready-mixed concrete and in batch aggregates shall be subject to continuous inspection at the batching plant by the Construction Manager. H. The Contractor shall arrange for an initial tour of the batch plant for the inspection team, as directed by the Construction Manager. PARTS- EXECUTION 3.01 PROPORTIONING AND MIXING A. Proportioning: Proportioning of the concrete mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301: provided that the maximum slump for any concrete shall not exceed 3 inches except when the use of high range water reducer is permitted which increases the maximum slump to 8 inches. B. Mixing: Mixing of concrete shall conform to the requirements of Chapter 7 of said ACI 301 Specifications. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-13 C. Slump: Maximum slumps shall be as specified herein. D. Retempering: Retempering of concrete or mortar which has partially hardened shall not be permitted. 3.02 PREPARATION OF SURFACES FOR CONCRETING A. Joints in Concrete up to 60 Days Old. Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been stopped or interrupted so that, as determined by the Construction Manager, the new concrete cannot be incorporated integrally with that previously placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface for good bond. Except where the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all laitance, loose or defective concrete, foreign material, and roughened to a minimum 1/4-inch amplitude. Such cleaning and roughening shall be accomplished by hydroblasting or sandblasting (exposing aggregate) followed by thorough washing. All pools of water shall be removed from the surface of construction joints before the new concrete is placed. B. After the surfaces have been prepared all approximately horizontal construction joints shall be covered with a layer of mortar which shall be not less than 1/2 inch nor more than 3 inches in thickness. The mortar shall have the same proportions of cement and sand as the regular concrete mix. Water shall be added to produce an acceptable slump to provide a readily flowable mortar without exceeding water cement ratio. Wire brooms shall be used where possible to scrub the mortar into the surface. Concrete shall be placed immediately upon the fresh mortar. C. Placing Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means, that will secure proper union with subsequent Work; provided that construction joints shall be made only where acceptable to the Construction Manager. D. Embedded Items: No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the Construction Manager at least 4 hours before placement of concrete. All surfaces of forms and embedded items that have become encrusted with dried grout from concrete previously placed shall be cleaned of all such grout before the surrounding or adjacent concrete is placed. E. All inserts or other embedded items shall conform to the requirements herein. F. All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms where shown or by shop drawings and shall be acceptable to the Construction Manager before any concrete is placed. Accuracy of placement is the responsibility of the Contractor. G. Casting New Concrete Against Concrete over 60 Days Old. Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by hydro-blasting or sandblasting (exposing aggregate). The joint surface shall be coated with an epoxy bonding agent unless indicated otherwise by the Construction Manager. H. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the Work. No concrete shall be deposited underwater nor shall the Contractor allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, will be subject to the review of the Construction Manager. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-14 3.03 HANDLING, TRANSPORTING, AND PLACING A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete. B. Nonconforming Work or Materials: Concrete which upon or before placing is found not to conform to the requirements specified herein shall be rejected and immediately removed from the Work. Concrete which is not placed in accordance with these Specifications, or which is of inferior quality, shall be removed and replaced at no additional expense to the Owner. C. Unauthorized Placement: No concrete shall be placed except in the presence of duly authorized representative of the Construction Manager. The Contractor shall notify the Construction Manager in writing at least 48 hours in advance of placement of any concrete. D. Placement in Wall Forms. Concrete shall not be dropped through reinforcement steel or into any deep form, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, some means such as the use of hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete exceed 4 feet below the ends of ducts, chutes, or buggies. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6 feet in horizontal direction. Concrete in forms shall be deposited in uniform horizontal layers not deeper than 2 feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in forms shall not exceed 5 feet of vertical rise per hour. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway. E. Conveyor Belts and Chutes: All ends of chutes, hopper gates, and all other points of concrete discharge throughout the Contractor's conveying, hoisting and placing system shall be so designed and arranged that concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyor belts, if used, shall be of a type acceptable to the Construction Manager. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the specified consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered. F. Temperature of Concrete: The temperature of concrete when it is being placed shall be not more than 90 degrees F nor less than 55 degrees F for sections less than 12 inches thick nor less than 50 degrees for all other sections. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the specified minimum temperature. When the temperature of the concrete is 85 degrees F or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the Contractor shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete, as it is placed, below 90 degrees F. The Contractor shall be entitled to no additional compensation on account of the foregoing requirements. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-15 G. Hot Weather Placement: 1. Placement of concrete shall conform to ACI305R- Hot Weather Concreting, and the following. 2. Only set retarding admixture shall be used in concrete when air temperature is expected to be consistently over 80 degrees F. 3. The maximum temperature of concrete shall not exceed 90 degrees F immediately before placement. 4. From the initial placement to the curing state, concrete shall be protected from the adverse effect of high temperature, low humidity, and wind. 3.04 PUMPING OF CONCRETE A. General: If the pumped concrete does not produce satisfactory end results, discontinue the pumping operation and proceed with the placing of concrete using conventional methods. B. Pumping Equipment: The pumping equipment must have two cylinders and be designed to operate with one cylinder only in case the other one is not functioning. In lieu of this requirement, the Contractor may have a standby pump on the site during pumping. C. The minimum diameter of the hose (conduits) shall be in 4 inches. D. Pumping equipment and hoses (conduits) that are not functioning properly shall be replaced. E. Aluminum conduits for conveying the concrete shall not be permitted. F. Field Control. Concrete samples for slump per ASTM C143, air content, and test cylinders per ASTM C31 and C39, will be taken at the placement (discharge) end of the line. 3.05 ORDER OF PLACING CONCRETE A. The order of placing concrete in all parts of the work shall be acceptable to the Construction Manager. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints shown or specified. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 7 days before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 14 days. B. The surface of the concrete shall be level whenever a run of concrete is stopped. To ensure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4 inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about 1/2 inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and all laitance shall be removed. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Cast-In-Place Concrete 03300-16 3.06 TAMPING AND VIBRATING A. As concrete is placed irHhe forms or in excavations, it shall be thoroughly settled and compacted, throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete during placement. Vibrators shall be Group 3 (per ACI 309) high speed power vibrators (8,000 to 12,000 rpm) of an immersion type in sufficient number and with (at least one) standby units as required. Group 2 vibrators may be used only at specific locations when accepted by the Construction Manager. B. Care shall be used in placing concrete around waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated. Where flat-strip type waterstops are placed horizontally, the concrete shall be worked under the waterstops by hand, making sure that all air and rock pockets have been eliminated. Concrete surrounding the waterstops shall be given additional vibration, over and above that used for adjacent concrete placement to assure complete embedment of the waterstops in the concrete. C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly as specified. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the results herein specified within 1 5 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall be kept from contact with the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.07 FINISHING CONCRETE SURFACES A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or roughness of any kind, and shall present a finished, smooth, continuous hard surface. Allowable deviations from plumb or level and from the alignment, profiles, and dimensions shown are defined as tolerances and are specified in Part 1, herein. These tolerances are to be distinguished from irregularities in finish as described herein. Aluminum finishing tools shall not be used. B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects. Where architectural finish is required, it shall be as specified or as shown. 1 . Surface holes larger than 1/2 inch in diameter or deeper than 1/4-inch are defined as surface defects in basins and exposed walls. 3.08 CURING A. General: All concrete shall be cured for not less than 14 days after placing, in accordance with the methods specified herein for the different parts of the Work, and described in detail in the following paragraphs: Surface to be Cured _ Method Unstripped forms 1 Wall sections with forms removed 6 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-17 B. Method 1: Wooden forms shall be wetted immediately after concrete has been placed and shall be kept wet with water until removed. If steel forms are used the exposed concrete surfaces shall be kept continuously wet until the forms are removed. If forms are removed within 14 days of placing the concrete, curing shall be continued in accordance with Method 6, herein. C. Method 2: The surface shall be covered with burlap mats which shall be kept wet with water for the duration of the curing period, until the concrete in the walls has been placed. No curing compound shall be applied to surfaces cured under Method 2. D. Method 3: The surface shall be covered with moist earth not less than 4 hours, nor more than 24 hours, after the concrete is placed. Earthwork operations that may damage the concrete shall not begin until at least 7 days after placement of concrete. E. Method 4: The surface shall be sprayed with a liquid curing compound. 1. It shall be applied in accordance with the manufacturer's printed instructions at a maximum coverage rate of 200 square feet per gallon and in such a manner as to cover the surface with a uniform film which will seal thoroughly. 2. Where the curing compound method is used, care shall be exercised to avoid damage to the seal during the curing period. Should the seal be damaged or broken before the expiration of the curing period, the break shall be repaired immediately by the application of additional curing compound over the damaged portion. 3. Wherever curing compound may have been applied by mistake to surfaces against which concrete subsequently is to be placed and to which it is to adhere, said compound shall be entirely removed by wet sandblasting just before the placing of new concrete. 4. Where curing compound is specified, it shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces, and within 2 hours after removal of forms from contact with formed surfaces. Repairs required to be made to formed surfaces shall be made within the said 2-hour period; provided, however, that any such repairs which cannot be made within the said 2-hour period shall be delayed until after the curing compound has been applied. When repairs are to be made to an area on which curing compound has been applied, the area involved shall first be wet-sandblasted to remove the curing compound, following which repairs shall be made as specified herein. 5. At all locations where concrete is placed adjacent to a panel which has been coated with curing compound, the previously coated panel shall have curing compound reapplied to an area within 6 feet of the joint and to any other location where the curing membrane has been disturbed. 6. Before final acceptance of the Work, all visible traces of curing compound shall be removed from all surfaces in such a manner that does not damage surface finish. F. Method 5: 1. Until the concrete surface is covered with curing compound, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. The concrete shall be given a coat of curing compound in accordance with Method 4, herein. Not less than 1 hour nor more than 4 hours after the coat of curing compound has been applied, the surface shall be wetted with water delivered through a fog City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-18 nozzle, and concrete-curing blankets shall be placed on the slabs. The curing blankets shall be polyethylene sheet, polyethylene-coated waterproof paper sheeting or polyethylene-coated burlap. The blankets shall be laid with the edges butted together and with the joints between strips sealed with 2-inch wide strips of sealing tape or with edges lapped not less than 3 inches and fastened together with a waterproof cement to form a continuous watertight joint. 2. The curing blankets shall be left in place during the 14-day curing period and shall not be removed until after concrete for adjacent Work has been placed. Should the curing blankets become torn or otherwise ineffective, replace damaged sections. During the first 3 days of the curing period, no traffic of any nature and no depositing, temporary or otherwise, of any materials shall be permitted on the curing blankets. During the remainder of the curing period, foot traffic and temporary depositing of materials that impose light pressure will be permitted only on top of plywood sheets 5/8-inch minimum thickness, laid over the curing blanket. Add water under the curing blanket as often as necessary to maintain damp concrete surfaces at all times. G. Method 6: This method applies to both walls and slabs. 1. The concrete shall be kept continuously wet by the application of water for a minimum period of at least 14 consecutive days beginning immediately after the concrete has reached final set or forms have been removed. 2. Until the concrete surface is covered with the curing medium, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. 3. Heavy curing mats shall be used as a curing medium to retain the moisture during the curing period. The curing medium shall be weighted or otherwise held in place to prevent being dislodged by wind or any other causes and to be substantially in contact with the concrete surface. All edges shall be continuously held in place. 4. The curing blankets and concrete shall be kept continuously wet by the use of sprinklers or other means both during and after normal working hours. 5. Immediately after the application of water has terminated at the end of the curing period, the curing medium shall be removed, any dry spots shall be rewetted, and curing compound shall be immediately applied in accordance with Method 4, herein. 6. Dispose of excess water from the curing operation to avoid damage to the Work. 3.09 PROTECTION A. Protect all concrete against injury until final acceptance by the Owner. B. Fresh concrete shall be protected from damage due to rain, hail, sleet, or snow. Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-19 3.10 TREATMENT OF SURFACE DEFECTS A. As soon as forms are removed, all exposed surfaces shall be carefully examined and any irregularities shall be immediately rubbed or ground in a satisfactory manner in order to secure a smooth, uniform, and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until after inspection by the Construction Manager. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall have them repaired as specified herein. Concrete containing extensive voids, holes, honeycombing, or similar depression defects, shall be completely removed and replaced. All repairs and replacements herein specified shall be promptly executed by the Contractor at its own expense. B. Defective surfaces to be repaired shall be cut back from trueline a minimum depth of 1 /2 inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, and not less than 1/32-inch depth of the surface film from all hard portions, by means of an efficient sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in advance of shooting with shotcrete or with cement mortar so that while the repair material is being applied, the surfaces under repair will remain moist, but not so wet as to overcome the suction upon which a good bond depends. The material used for repair proposed shall consist of a mixture of one sack of cement to 3 cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white portland cement as is required to make the color of the patch match the color of the surrounding concrete. C. Holes left by tie-rod cones shall be reamed with suitable toothed reamers so as to leave the surfaces of the holes clean and rough. These holes then shall be repaired in an approved manner with dry-packed cement grout. Holes left by form-tying devices having a rectangular cross-section, and other imperfections having a depth greater than their least surface dimension, shall not be reamed but shall be repaired in an approved manner with dry-packed cement grout. D. All repairs shall be built up and shaped in such a manner that the completed Work will conform to the requirements of this Section, as applicable, using approved methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of said repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section. 3.11 PATCHING HOLES IN CONCRETE A. Patching Small Holes: 1. Holes which are less than 12 inches in their least dimension and extend completely through concrete members, shall be filled as specified herein. 2. Small holes in members which are water-bearing or in contact with soil or other fill material, shall be filled with nonshrink grout. Where a face of the member is exposed to view, the nonshrink grout shall be held back 2 inches from the finished surface. The remaining 2 inches shall then be patched according to the paragraph in Part 3 entitled "Treatment of Surface Defects." 3. Small holes through all other concrete members shall be filled with nonshrink grout, with exposed faces treated as above. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-20 3.12 CARE AND REPAIR OF CONCRETE A. The Contractor shall protect all concrete against injury or damage from excessive heat, lack of moisture, overstress, or any other cause until final acceptance by the Owner. Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time before the final acceptance of the completed Work, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete at the Contractor's expense. END OF SECTION 03300 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Cast-In-Place Concrete CP3537 August 2008 03300-21 SECTION 03315 GROUT PART 1 - GENERAL 1.01 WORK OF THIS SECTION A. The Contractor shall provide grout in accordance with the Contract Documents. B. The following types of grout shall be covered in this Section: 1. Nonshrink Grout: This type of grout is to be used wherever grout is shown in the Contract Documents, unless another type is specifically referenced. 2. Cement Grout. 3. Epoxy Grout. 4. Pump and Motor Grout. 5. Topping Grout and Concrete Fill. 1.02 RELATED SECTIONS A. The Work of the following Sections apply to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work. 1. Section 03300 Cast-in-Place Concrete 2. Section 13600 Installation of Carrier Pipe in Casing, Part 2.0 IB, Cellular Concrete. 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Except as otherwise indicated, the current editions of the following standards apply to the work of this Section: 1. Commercial Standards : CRD-C 621 Corps of Engineers Specification for Non-shrink Grout 2. ASTM Standard in Building Codes: ASTM C 109 Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in or 50-mm Cube Specimens) ASTM C 531 Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical- Resistant Mortars, Grouts, and Monolithic Surfacings ASTM C 579 Test Methods for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings ASTM C 827 Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixture City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315-1 ASTM C 881 Specification for Epoxy-Resin-Base Bonding System for Concrete ASTM C 882 Standard Test for Bond Strength of Epoxy-Resin Systems Used with Concrete. ASTM C 884 Standard Test Method for Thermal Compatibility between Concrete and an Epoxy-Resin Overlay. ASTM D 638 Standard Test Methods for Tensile Properties of Plastics. ASTM D 696 Test Method for Coefficient of Linear Thermal Expansion of Plastics ASTM D 2471 Standard Test Methods for Gel Time and Peak Exothermic Temperature of Reacting Thermosetting Resins. 1.04 CONTRACTOR SUBMITTALS A. The Contractor shall submit certified test results verifying the compressive strength, shrinkage, and expansion requirements indicated herein; and manufacturer's literature containing instructions and recommendations on the mixing, handling, placement and appropriate uses for each type of nonshrink and epoxy grout used in the Work in accordance with the requirements of Section 01300 - Submittals. 1.05 QUALITY ASSURANCE A. Field Tests: 1. Compression test specimens will be taken during construction from the first placement of each type of grout, and at intervals thereafter as selected by the Construction Manager to ensure continued compliance with these Specifications. The specimens will be made by the Construction Manager. 2. Compression tests and fabrication of specimens for cement grout and nonshrink grout will be performed as specified in ASTM C 109 at intervals during construction as selected by the Construction Manager. A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate. 3. Compression tests and fabrication of specimens for epoxy grout will be performed as specified in ASTM C 579, Method B, at intervals during construction as selected by the Construction Manager. A set of three specimens will be made for testing at 7 days, and each earlier time period as appropriate. 4. All grout, already placed, which fails to meet the requirements of these Specifications, is subject to removal and replacement at no additional cost to the Owner. 5. The cost of all laboratory tests on grout will be borne by the Owner, but the Contractor shall assist the Construction Manager in obtaining specimens for testing. However, the Contractor shall be responsible, without additional cost to the Owner, for the cost of any additional tests and investigation on work performed which does not comply with the Specifications. The Contractor shall supply all materials necessary for fabricating the test specimens. B. Construction Tolerances: Construction tolerances shall be as specified in the Section 03300 -Cast-in- Place Concrete, except as modified herein and elsewhere in the Contract Documents. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315-2 PART 2- PRODUCTS 2.01 CEMENT GROUT A. Cement Grout: Cement grout shall be composed of one part cement, three parts sand, and the minimum amount of water necessary to obtain the desired consistency. Where needed to match the color of adjacent concrete, white portland cement shall be blended with regular cement as needed. The minimum compressive strength at 28 days shall be 5,000 psi. B. Cement grout materials shall be as specified in Section 03300 - Cast-in-Place Concrete. 2.02 PREPACKAGED GROUTS A. Nonshrink Grout: 1. Nonshrink grout shall be a prepackaged, inorganic, nongas-liberating, nonmetallic, cement- based grout requiring only the addition of water. The manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of nonshrink grout indicated herein shall be that recommended by the manufacturer for the particular application. 2. Class A nonshrink grouts shall have a minimum 28 day compressive strength of 5,000 psi; shall have no shrinkage (0.0 percent) and a maximum 4.0 percent expansion in the plastic state when tested in accordance with ASTM C 827; and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in the hardened state when tested in accordance with CRD-C 621. 3. Class B nonshrink grouts shall have a minimum 28-day compressive strength of 5,000 psi and shall meet the requirements of CRD-C 621. 4. Application: a. Class A nonshrink grout shall be used for the repair of all holes and defects in concrete members which are water bearing or in contact with soil or other fill material, grouting under all equipment base plates, and at all locations where grout is indicated; except, for the applications for Class B nonshrink grout and epoxy grout indicated herein. Class A nonshrink grout may be used in place of Class B nonshrink grout for all applications. b. Class B nonshrink grout shall be used for the repair of all holes and defects in concrete members which are not water-bearing and not in contact with soil or other fill material, grouting under all base plates for structural steel members, and grouting railing posts in place. B. Epoxv Grout: 1. Epoxy grout shall be a pourable, nonshrink, 100 percent solids system. The epoxy grout system shall have three components: resin, hardener, and specially blended aggregate, all premeasured and prepackaged. The resin component shall not contain any non-reactive diluents. Resins containing butyl glycidyl ether (BGE) or other highly volatile and hazardous reactive diluents are not acceptable. Variation of component ratios is not permitted unless specifically recommended by the manufacturer. Manufacturer's instructions shall be printed on each container in which the materials are packaged. Epoxy grout shall be BurkEpoxy Anchoring Grout by The Burke Company. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315 - 3 2. The chemical formulation of the epoxy grout shall be that recommended by the manufacturer for the particular application. 3. The mixed epoxy grout system shall have a minimum working life of 45 minutes at 75 degrees F. 4. The epoxy grout shall develop a compressive strength of 5,000 psi in 24 hours and 10,000 psi in 7 days when tested in accordance with ASTM C 579, Method B. There shall be no shrinkage (0.0 percent) and a maximum 4.0 percent expansion when tested in accordance with ASTM C 827. 5. The epoxy grout shall exhibit a minimum effective bearing area of 95 percent. This shall be determined by a test consisting of filling a 2-inch diameter by 4-inch high metal cylinder mold covered with a glass plate coated with a release agent. A weight shall be placed on the glass plate. At 24 hours after casting, the weight and plate shall be removed and the area in plan of all voids measured. The surface of the grout shall be probed with a sharp instrument to locate all voids. 6. The peak exotherm of a 2-inch diameter by 4-inch high cylinder shall not exceed 95 degrees F when tested with 75 degree F material at laboratory temperature. The epoxy grout shall exhibit a maximum thermal coefficient of 30 x 10"6 inches/inch/degree F when tested according to ASTM C 531 or ASTM D 696. 7. Application: Epoxy grout shall be used to embed all anchor bolts and reinforcing steel required to be set in grout, and for all other applications in the Contract Documents where grout type is not specifically indicated. 8. For crack repair, the Contractor shall use pressure injection epoxy grout as recommended by manufacturer and approved by the Construction Manager. C. Primer, if required, shall conform to the written recommendations of the grout manufacturer. D. Surface preparations shall conform to the written recommendations of the grout manufacturer. E. Placement and Curing: 1. Placement and curing procedures shall be in accordance with the written recommendations of the grout manufacturer. 2. A grouting performance demonstration/training session shall be conducted by the grout manufacturer's representative prior to foundation and baseplate preparation and the first grouting on site. This training session shall demonstrate proper preparation and installation methods and that the grouting material meets the strength requirements. 3. Grout shall be Escoweld, Chockfast Red Epoxy Grout as manufactured by Philadelphia Resin Corp., Five Start DP Epoxy Grout as manufactured by Five Star Products, Inc., or equal. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315 - 4 2.03 TOPPING GROUT AND CONCRETE FILL A. Grout for topping of slabs and concrete fill for built-up surfaces of tank, channel, and basin bottoms shall be composed of cement, fine aggregate, coarse aggregate, water, and admixtures proportioned and mixed as specified herein. All materials and procedures specified for normal concrete in Section 03300 - Cast-in-Place Concrete, shall apply except as noted otherwise herein. B. Topping grout and concrete fill shall contain a minimum of 752 pounds of cement per cubic yard with a maximum water cement ratio of 0.40. Where concrete fill is thicker than 3 inches, sitework concrete, as specified in Section 03300 - Cast-in-Place Concrete, may be used when accepted by the Construction Manager. C. Coarse aggregate shall be graded as follows: U.S. Standard Percent by Sieve Size Weight Passing 1/2" 100 3/8" 90-100 No. 4 20-55 No. 8 5 - 30 No. 16 0-10 No. 30 0 D. Final mix design shall be as determined by trial mix design under supervision of the approved testing laboratory. E. Strength: Minimum compressive strength of topping grout and concrete fill at the end of 28 days shall be 5,000 psi. 2.04 CURING MATERIALS A. Curing materials shall be as specified in Section 03300 - Cast-in-Place Concrete for cement grout and as recommended by the manufacturer of prepackaged grouts. 2.05 MEASUREMENT OF INGREDIENTS A. Measurements for cement grout shall be made accurately by volume using containers. Shovel measurement shall not be allowed. 1. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer. PART 3- EXECUTION 3.01 GENERAL A. All surface preparation, curing, and protection of cement grout shall be as indicated in Section 03300 - Cast-in-Place Concrete. The finish of the grout surface shall match that of the adjacent concrete. B. The manufacturer of Class A nonshrink grout and epoxy grout shall provide onsite technical assistance to Contractor upon request. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315 - 5 C. Base concrete or masonry must have attained its design strength before grout is placed, unless authorized by the Construction Manager. D. The consistency of grouts shall be that necessary to completely fill the space to be grouted for the particular application. Dry pack consistency is such that the grout is plastic and moldable but will not flow. Where "dry pack" is called for in the Contract Documents, it shall mean a grout of that consistency; the type of grout to be used shall be as indicated herein for the particular application. E. The slump for topping grout and concrete fill shall be adjusted to match placement and finishing conditions but shall not exceed 4 inches. 3.02 GROUTING PROCEDURES A. Prepackage Grouts: All mixing, surface preparation, handling, placing, consolidation, curing, and other means of execution for prepackaged grouts shall be done according to the instructions and recommendations of the manufacturer. B. Base Plate Grouting: 1. For base plates, the original concrete shall be blocked out or finished off a sufficient distance below the plate to provide for a minimum 1 -inch thickness of grout or a thickness as indicated on the Drawings. 2. After the base plate has been set in position at the proper elevation by steel wedges or double nuts on the anchor bolts, the space between the bottom of the plate and the original pour of concrete shall be filled with non-shrink-type grout. The mixture shall be of a trowelable consistency and tamped or rodded solidly into the space between the plate and the base concrete. A backing board or stop shall be provided at the back side of the space to be filled with grout. Where this method of placement is not practical or where required by the Construction Manager, alternate grouting methods shall be submitted for acceptance by the Construction Manager. C. Topping Grout and Concrete Fill: 1. All mechanical, electrical, and finish Work shall be completed prior to placement of topping or concrete fill. The base slab shall be given a roughened textured surface by sandblasting or hydroblasting exposing the aggregates to ensure bonding to the base slab. 2. The minimum thickness of grout topping and concrete fill shall be one inch unless otherwise specified on drawings. Where the finished surface of concrete fill is to form an intersecting angle of less than 45 degrees with the concrete surface it is to be placed against, a key shall be formed in the concrete surface at the intersection point. The key shall be a minimum of 3-1/2- inches wide by 1-1/2 inches deep. 3. The base slab shall be thoroughly cleaned and wetted prior to placing topping or concrete fill. No topping or concrete fill shall be placed until the slab is complete free from standing pools or ponds of water. A thin coat of neat Type II cement grout shall be broomed into the surface of the slab just before topping or concrete fill placement. The topping or concrete fill shall be compacted by rolling or tamping, brought to established grade, and floated. Grouted concrete fill for tank and basin bottoms where scraping mechanisms are to be installed shall be screeded by blades attached to the revolving mechanism of the equipment in accordance with the procedures outlined by the equipment manufacturer after the grout is brought to the established grade. 4. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315 - 6 5. The surface shall be tested with a straight edge to detect high and low spots which shall be immediately eliminated. When the topping or concrete fill have hardened sufficiently, it shall be steel troweled to a smooth surface free from pinholes and other imperfections. An approved type of mechanical trowel may be used as an assist in this operation, but the last pass over the surface shall be by hand-troweling. During finishing, no water, dry cement or mixture of dry cement and sand shall be applied to the surface. 3.03 CONSOLIDATION A. Grout shall be placed in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled. END OF SECTION 03315 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Grout CP3537 August 2008 03315-7 SECTION 03460 PRECAST CONCRETE ACCESS HOLES PART 1 - GENERAL 1.01 DESCRIPTION A. Precast concrete Access Holes shall be constructed in accordance with the design, size and details and at the locations shown on the Plans. Specifications for related work are as follows: 1. ASTM C478, Concrete; ASTM A48, Gray-Iron Castings; California Construction Safety Orders Article 4, Section 1532, Confined Spaces. 1.02 RELATED WORK DESCRIBED ELSEWHERE A. The Contractor shall refer to the following Specification section(s) for additional requirements: 1. Shop Drawing Submittals: 01300 2. Earthwork: 02200 3. Concrete Construction: SSPWC 2003, Section 303 4. PVC Lining for Interior Concrete Surface of Access Holes: 03475 5. City of Carlsbad's Engineering Standard Drawings. 1.03 SUBMITTALS A. Contractor shall furnish submittals in accordance with the requirements of Section 01300, Shop Drawing Submittals. The following submittals are required: 1. Shop Drawings of the precast Access Hole. 2. Access Hole Couplings. 3. Bentonite Clay Panels 4. Butyl Rubber Joint Sealant 1.04 PAYMENT A. Payment for the Work in this section shall be included as part of the lump-sum or unit-price bid amount for which such Work is appurtenant thereto. PART 2- MATERIALS 2.01 PRECAST ACCESS HOLES A. Precast reinforced concrete Access Hole riser and tops shall be constructed of Class A concrete and shall conform to the Specifications of ASTM C478, except as herein modified. The minimum allowable steel shall be hoops of No. 4 wire, to be cast into each unit at adequate places as a precautionary measure for handling. Access Hole components shall be designed for H-20 highway loads and site soil conditions. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Precast Concrete Access Holes CP3537 August 2008 03460-1 B. The minimum nominal shell thickness for formed and vibrated sections shall be 1/8 of the internal diameter of the riser or largest cone diameter. Access Holes shall be fabricated only from eccentric taper sections and standard cylinder units of the proper internal diameter. Access Hole sections shall be cast without galvanized steel ladder rungs unless otherwise shown on the Plans. C. Precast Access Holes shall be furnished with a PVC lining (T-lock) system per Section 03475. D. Precast concrete Access Holes shall be manufactured by Associated Concrete Products, Ameron, Southwest Concrete Products, Inland Concrete Products, or approved equal. 2.02 DROP ACCESS HOLES A. The materials and construction of drop Access Holes shall conform to the applicable provisions of the Specifications for precast Access Holes (including frames and covers), except as herein modified by Specifications and/or Plans. Drop Access Hole sections shall be lined with a PVC lining (T-lock) system per Section 03475. 2.03 ACCESS HOLE FRAMES AND COVERS A. Castings for frame and cover sets shall conform to the requirements for gray iron castings in ASTM A48 for Class 30 castings. Frames and covers shall be designed for H-20 loading. Before leaving the foundry, all castings shall be thoroughly cleaned and subjected to a hammer inspection, after which they shall be dipped twice in a preparation of asphalt or coal tar and oil applied at a temperature of not less than 290° F nor more than 3 10° F and in such a manner as to form a firm and tenacious coating. Each cover shall be ground or otherwise finished so that it will fit in its frame without rocking, and frames and covers shall be match-marked in sets before shipping to the site. Covers shall have the word "SEWER" and the specified initials cast thereon as shown on the City's Engineering Standard Drawing S4. No other lettering on the top side will be permitted. PART 3- EXECUTION 3.01 GENERAL A. Access Hole locations are fixed and cannot be moved to accommodate pipe manufacturing or laying. If necessary, special lengths will be provided to meet Access Hole location requirements. 3.02 WORK WITHIN EXISTING ACCESS HOLES A. Any proposed Work inside an existing Access Hole, which is part of a sewage system in service, shall not be undertaken until all the tests and safety provisions of Article 4, Section 1 532 "Confined Spaces" State of California Construction Safety Orders have been made. 3.03 EXCAVATION A. The Contractor shall prepare an excavation large enough to accommodate the structure and permit grouting of openings and backfilling operations. Earthwork shall conform to the SSPWC Section 300, Earthwork, except as herein modified. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Precast Concrete Access Holes CP3537 August 2008 03460-2 3.04 ACCESS HOLE BASE A. The Access Hole base shall be poured in place against undisturbed soil with Class A portland cement concrete. The Access Hole stubs and sewer main shall be set before the concrete is placed and shall be rechecked for alignment and grade before the concrete has set. The various sized inlets and outlets to the Access Hole shall be located as indicated on the Plans. The Access Hole base shall extend 12- inches below the bottom of the lowest pipe. B. Invert elevations of connecting sewers may vary depending upon sizes. The crown elevation of all pipes shall be the size as the crown elevation of the largest pipe unless otherwise indicated on the Plans. C. The invert of the Access Hole base shall be hand worked so as to provide channels conforming in size and shape to the lower portions of the inlets and outlets. The channel shall vary uniformly in size and shape from inlet to outlet, and be constructed higher than pipe as indicated on the Plans. The Access Hole invert channels shall be smooth and accurately shaped. Channels may be formed directly in the concrete base. D. All transitions shall be smooth and of the proper radius to give an uninterrupted transition of flow. The concrete base shall be shaped with a wood float and shall receive a hard-steel trowel finish prior to the concrete setting. In the event additional mortar is required after initial set has taken place, the surface to receive the mortar shall be primed, and the mortar mixed with "Willhold Concrete Adhesive" in the amounts and proportions as recommended by the manufacturer and as directed by the Owner's Representative in order to secure as chip-proof a result as possible. The bases shall set a minimum of 24 hours before the Access Hole construction is continued. In certain critical situations the time of setting may be reduced upon approval of the Owner's Representative. 3.05 ACCESS HOLES A. Each Access Hole section shall be set in a bed of mortar and butyl rubber rope to make a watertight joint, shall be neatly banded on the inside and out, and shall be set perfectly plumb. Sections of various height grade rings shall be used in order to bring the top of the Access Hole ring and cover to the elevation established on the Plans, but limited to maximum of 18-inches of grade ring unless otherwise instructed by the Owner's Representative. The precast concrete Access Hole rings shall be jointed with a minimum thickness of '/2-inch of portland cement mortar. B. Mortar shall be composed of one part portland cement to two parts of clean well-graded sand of such size that all pass a No. 8 sieve. Cement, aggregate, and water for mortar shall conform to the applicable provisions of the SSPWC 2003, Section 303, Concrete Construction. Preformed, cold- applied, ready-to-use plastic joint sealing compound may be substituted for mortar between units and must be used when groundwater is encountered. C. The finished elevations at which Access Hole frames and covers are to be set shall conform to the requirements set forth on the Plans, but in all cases shall be governed by the Owner's Representative in the field. Where the frame and cover are in existing pavement or in the traveled way of the existing road shoulder, it is to be placed flush with the existing surface. Where the structure is outside the limits of the traveled shoulder but not in the roadside ditch, it should be placed 1/10-foot above the existing ground surface. Where the Access Hole cover falls in the existing roadside ditch or easement right-of-way "offsite," it is to be placed approximately 18-inches above the existing ground surface or as directed by the Owner's Representative. Access Hole frames shall be set at the required grade and shall be securely attached to the top precast Access Hole shaft unit with a cement-mortar bed and fillet as shown on the Plans. After the frames are securely set in the place provided herein, covers shall be installed and all necessary cleaning and scraping of foreign materials from the frames and covers shall be accomplished to ensure a fine satisfactory fit. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Precast Concrete Access Holes CP3537 August 2008 03460-3 3.06 ACCESS HOLE STUBS AND STOPPERS A. Sewer pipe shall be furnished and installed in Access Holes at the locations and in conformance with the Plans. All stubs shall be plugged with stoppers or brick wall plugs as shown on the Plans for various sizes of pipe. Where new construction is started at the stub of an existing Access Hole, the Contractor shall brick the opening into the Access Hole before he removes the plug or stopper from the stub. Said bricked opening shall remain in place until the Contractor has tested and completed the Work. 3.07 BULKHEADING ACCESS HOLE STUB CHANNELS A. Brick and mortar bulkheads shall be installed by the Contractor at the downstream end of all unused stub channels over 5-feet in length to prevent the creation of a septic condition resulting from ponding of sewage and debris in the unused channels, until such time as the Access Hole stub is connected and normal sewage flow can occur. On short stub only a plug will be required. 3.08 PLUGGING UPSTREAM END OF THE NEW SEWER A. In order to prevent accidental use of the new sewer prior to completion and acceptance, the inlet to existing tie-in Access Holes shall be sealed with broken brick and mortar. Installation of these plugs shall be approved by the Owner's Representative. Plugs shall be removed at the time of final inspection or as directed by Owner's Representative. 3.09 WATERPROOFING A. Damp-proofing material shall be applied to the exterior surfaces of Access Holes in accordance with the manufacturer's recommendations. The material shall be applied to all exterior surfaces below a point one foot above the water table or indications of seepage or moisture as directed by the Engineer. In addition a bentonite clay panel shall be installed covering the entire exterior surface below grade. Each joint in the Access Hole shaft shall include the installation of a butyl rubber sealant rope. 3.10 BACKFILL A. Select backfill material consisting of clean sand shall be used around all Access Holes. It shall be consolidated by water jetting or compacted by pneumatic tampers to obtain a relative density of 95% unless otherwise specified on the Plans. 3.11 CONCRETE RING A. A Class B concrete ring shall be cast around Access Hole frames that are flush with the surface as shown on the Plans. The ring shall be placed after final grading or paving together with final cleanup. 3.12 WATERTIGHTNESS OF ACCESS HOLES A. General: It is the intent of the Specifications that Access Holes and appurtenances be watertight and free from infiltration. All Access Holes are to be banded both inside and outside with cement-mortar grout. Where Access Holes are to be given a protective lining or coating, they shall be free of any seeping or surface moisture. The adequacy of Access Holes and appurtenances as to watertightness shall be determined by the Owner's Representative and shall be vacuum tested. B. Vacuum Testing of Access Holes:: Watertightness of Access Holes shall be tested in connection with tests of sanitary sewers or at the time the Access Hole is completed and backfilled. Vacuum testing shall include the following: City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Precast Concrete Access Holes CP3537 August 2008 03460-4 1. Vacuum testing equipment shall be as manufactured by P. A. Glazier, Inc. or approved equal. 2. Access Holes shall be tested after assembly and prior to mortaring the joints or backfilling. In case of Access Holes incorporating a PVC liner, the testing is to take place prior to mortaring the joints, welding the linear seams between sections or backfilling. 3. All lift holes shall be plugged with an approved grout prior to testing. 4. All pipes entering the Access Hole shall be plugged, and bracing installed, to prevent the plug from being drawn into the Access Hole. 5. The test head shall be placed inside the top of the cone section and the seal inflated in accordance with the manufacturer's recommendations. 6. A vacuum of 10 inches of mercury shall be drawn. The time shall be measured for the vacuum to drop to 9 inches. The Access Hole shall pass the test if the time taken for the drop is greater than 60 seconds. 7. If the Access Hole fails the test, necessary repairs shall be made and the test repeated until acceptable results are obtained. The leak(s) shall be located and repaired according to their nature with material-in-kind. 8. Any evidence of leakage as a result of testing shall be repaired to the satisfaction of the Owner's Representative. C. Water Testing of Access Holes: At the option of the Owner, watertightness of Access Holes may be tested using water insead of air. The Contractor shall plug all inlets and outlets with approved stoppers or plugs and fill the Access Hole to the limits indicated below. Any evidence of leakage as a result of testing shall be repaired to the satisfaction of the Owner's Representative. The Access Hole shall be filled with water to an elevation 1-foot below the start of the cone section, with a minimum depth of 4-feet and a maximum depth of 20-feet. The water shall stand in the Access Hole for a minimum of one hour to allow the Access Hole material to reach maximum absorption. After the one-hour period has elapsed, the Contractor shall refill the Access Hole to the original depth and the drop in water surface shall be recorded after a period of from fifteen minutes to one hour has elapsed (said time of the test shall be determined by the Owner's Representative and shall be varied by the Owner's Representative to fit the various field conditions). The maximum allowable drop in the water surface shall be '/2-inch for each 15-minute period of testing. Even though the leakage is less than the specified amount, the Contractor shall stop any leaks that may be observed to the satisfaction of the Owner's Representative. 3.13 CONNECTIONS TO EXISTING ACCESS HOLES A. New connections to existing Access Holes wherein stubs have not been provided shall be made by core drilling through the walls and base as directed by the Owner's Representative. END OF SECTION 03460 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Precast Concrete Access Holes CP3537 August 2008 03460-5 SECTION 03475 PVC LINING FOR INTERIOR CONCRETE SURFACE OF ACCESS HOLES PARTI- GENERAL 1.01 DESCRIPTION A. This section covers the work necessary to furnish and install, complete, PVC lining (white color) for concrete surfaces that are exposed to sewage immersion or sewage atmosphere, as indicated on the drawings or specified herein. B. The manufacturer of the lining shall furnish an affidavit attesting to the successful use of its material as a lining for sewer pipes or sewage containment structures for a minimum period of 10 years in sewage conditions recognized as corrosive or otherwise detrimental to concrete. 1.02 RELATED WORK DESCRIBED ELSEWHERE The Contractor shall refer to the following Specification section(s) for additional requirements: A. Shop Drawing Submittals: 01300 B. PreCast Concrete Access Holes: 03460 1.03 SUBMITTALS The Contractor shall furnish in accordance with the requirements of Section 01300, Shop Drawing Submittals. Submittals shall include the following: A. Shop Drawings, material lists, manufacturer's literature, catalog cuts and other information. B. Submit an affidavit from the liner manufacturer that all delivered materials comply with the requirements of the Plans and Specifications. 1.04 PAYMENT A. Payment for the Work in this section shall be included as part of the lump-sum or unit-price bid amount for which such Work is appurtenant thereto. PART 2- MATERIALS 2.01 GENERAL A. PVC liner shall have locking extensions and shall be used for formed, vertical surfaces and horizontal surfaces. Plain sheet, non-locking extensions shall not be used. Approved Manufactorers include Ameron T-Lock,, Arrow Lock or approved equal. B. T-Lock or approved equal PVC liner shall be installed on the interior concrete surface of the Access Hole. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Liner CP3537 August 2008 . 03475-1 C. Arrow-Lock or approved equal PVC liner shall be used on the unformed concrete fillet areas of the Access Hole. D. PVC liner shall be secured to the underlying surface by means of its locking extensions. E. The anchor manufacturer shall be Rawlplug Company (Anaheim, California) or approved equal. F. Anchor holes shall be sealed using Sikadur No. 31 (Sika Corporation; Santa Barbara, California) or "Concresive Past LPL" (Master Builders; Cleveland, Ohio). A sealing agent such as Sikaflex 1A that does not setup and harden shall not be used. A four inch (4") wide joint strip shall be welded over all mechanical anchors to seal them from contact with the sewage. Use Ameron's one inch (1") wide weld strip on both sides of the four inch (4") wide joint strip to seal it to the underlying Amer-Plate. The seal shall be continuous and watertight along its entire length. A single, continuous piece of joint strip shall be provided to cover each row of anchors. 2.02 COMPOSITION OF LINER A. B. C. D. E. F. The material used in the liner and in all joint, corner and welding strips shall be a combination of poly (vinyl chloride) resin, pigments and plasticizers, specially compounded to remain flexible. Poly (vinyl chloride) resin shall constitute not less than 99 percent, by weight, of the resin used in the formation. Copolymer resins will not be permitted. All plastic liner plate sheets, joint, corner, and welding strips shall nave the following physical properties when tested at 77° F± 5°. Property Tensile Strength Elongation at Break Shore Durometer TypeD Weight Change Initial 2,200 psi min. 200% min. 1-spec. 50-60 10-spec. 35-50 (Par.2.4) 2,100 psi min. 200% min. ±5 with respect to ±5 initial test result ±1.5% Tensile specimens shall be prepared and tested in accordance with ASTM D412 using die. Weight change specimens shall be 1-inch by 3-inch sample of the sheet thickness. Specimens may be taken from sheet and strip at any time prior to final acceptance of the work. Liner plate locking extensions embedded in concrete shall withstand a test pull of at least 100 pounds per linear inch, applied perpendicularly to the concrete surface for a period of one minute, without rupture of the locking extensions or withdrawal form embedment. This test shall be made at a temperature of 70-80°F inclusive. All plastic liner plate sheets, including locking extensions, all joint, corner, and welding strips shall be free of cracks, cleavages, or other defects adversely affecting the protective characteristics of the material. The Engineer may authorize the repair of such defects by approved methods. The lining shall have good impact resistance, shall be flexible, and shall have an elongation sufficient to bridge up to Vi-inch settling cracks, which may occur in the pipe, joint of structure after installation, without damage to the lining. G. The lining shall be repairable at any time during the life of the pipe or structure. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 PVC Liner 03475-2 2.03 CHEMICAL RESISTANCE TESTING A. After conditioning to constant weight at 110°F, tensile specimens and weight change specimens shall be exposed to the following solutions for a period of 112 days at 77°F±5. B. At 30 day intervals, tensile specimens and weight change specimens shall be removed from each of the chemical solutions and tested in accordance with Paragraph 2.3.2. If any specimen fails to meet the 112-day requirements before completion of the 112-day exposure, the materials will be subject to rejection. Chemical Solution Concentration SulfuricAcid 20%* Sodium hydroxide 5% Ammonium hydroxide 5%* Nitric acid 1% Ferric chloride 1% Soap 0.1% Detergent (linear alkyl benzyl sulfonate or LAS) 0.1% Bacteriological BOD not less than VOOppm 2.04 DIMENSION OF BASIC SIZE SHEET (4-FOOT WIDTHS) A. Liner sheets shall be minimum of 0.065-inch in thickness. Locking extensions (T-shaped) of the same materials as that of the liner shall be integrally extruded with the sheet. Locking extensions shall be approximately 2.5-inches apart and shall be at least 0.375-inches high. Type 2 liner sheets shall be 3/32-inch in thickness. Liner sheets shall be white in color. B. Sheets shall have a nominal width of 48-inches and a length of not more than 24-feet, except that longer lengths may be supplied on special order. Lengths specified shall include a tolerance at a ratio of ±!/2-inch for each 100-inches. C. Sheets no used for shop fabrication into larger sheets shall be shop tested for pinholes using an electrical spark tester set at 20,000 volts minimum. Any holes shall be repaired and retested. 2.05 MANUFACTURER A. Liner and accessories shall be Amer-Plate Y T-Lock liner, Amer-Plate Arrow-Lock Rehab liner, Amer-Plate 94Y welding strips, and Amer-Plate 19Y adhesive system (thinner, primer and adhesive) as manufactured by Ameron Protective Linings Division (Brea, California) or approved equal. * Volumetric percentages of concentrated CP grade reagents. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Liner CP3537 August 2008 03475-3 PARTS-EXECUTION 3.01 INSTALLATION A. Installation of the lining, including preheating of sheets in cold weather and the welding of all joints, shall be done in accordance with the recommendations of the manufacturer. B. Coverage of the lining shall not be less than the minimum shown on the Plans or specified herein. C. The lining shall be installed with the locking extensions running vertically except for where horizontal locking extensions are recommended by the PVC liner manufacturer to seal liner terminations. D. The lining shall be held snugly in place against inner forms by means of steel banding straps or other means recommended by the manufacturer. Banding straps must be located in the precut channels to prevent crushing or tilting of the locking extensions. E. If banding straps are used, a steel channel, angle, or bar may be inserted along the edge locking extension of each liner for concrete pipe or cast-in-place structures. Steel channel, angle, or bar shall be of sufficient stiffness to hold the longitudinal edges of the lining snugly against the form. These may be removed after the concrete is vibrated into place. F. Locking extensions shall terminate not more than one and one-half inches (1 Vz") from the end of the formed wall section. When used, joint flaps shall extend approximately four inches (4") beyond the end of the inside surface. G. Concrete poured against the PVC liner shall be vibrated, spaded, or compacted in a careful manner so as to protect the lining and produce a dense, homogenous concrete, securely anchoring and locking extensions into the concrete. H. In removing forms, care should be taken to protect the lining from damage. Sharp instruments shall not be used to pry forms from lined surfaces. When forms are removed, any nails that remain in the lining shall be pulled, without tearing the lining, and the resulting holes clearly marked. Form tie holes shall be marked before ties are broken off and all areas of serious abrasion or damage shall be marked. I. All nail and tie holes and all cut, torn, and seriously abraded areas in the lining shall be patched. Patches made entirely with welding strip shall be fused to the liner over the entire patch area. Larger patches may consist of smooth liner sheet applied over the damaged area with adhesive. All edges must be covered with welding strip fused to the patch and to the sound lining adjoining the damaged area. J. Hot joint compounds, such as coal tar, shall not be poured or applied to the lining. K. The Contractor shall take all necessary measures to prevent damage to installed lining from equipment and materials used in or taken through the work. 3 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Liner CP3537 August 2008 03475-4 3.02 SPECIAL REQUIREMENTS FOR CAST-IN-PLACE STRUCTURES A. Placement of Liner within Forms: Liner Sheets shall be closely fitted and properly secured to the inner forms. Sheets shall be cut to fit curved and warped surfaces using a minimum number of separate pieces. If liner joints are to be Type C-3 joints (as described in Paragraph SC-9.9), the adjacent sheets shall be butted with not more than 1/8-inch opening between the sheets. A welding strip fusion-welded on the back of butt joint or other means recommended by the manufacturer shall be used to prevent wet concrete from flowing around edges. B. Interfaces Between Concrete and Non-Concrete Surfaces: Unless otherwise shown on the Plans, the lining shall be returned at least three inches (3") at the surfaces of contact between the concrete structure and items not of concrete (including vitrified clay, ductile iron, or PVC pipes). The same procedure shall be followed at joints where the type of protective lining is changed or the new work is built to join existing unlined concrete. At each return, the returner liner shall be sealed to the item in contact with the plastic-lined concrete using the manufacturer's recommended adhesive system. If the liner cannot be sealed with this adhesive because of the joint at the return being too wide or rough or because of safety regulations, the joint space shall be densely caulked with Concresive LPL (Master Builders Company) to one inch (1") depth of an approved corrosion resistant material as necessary. The hole cut in PVC liner to accommodate penetrations shall be small enough so that after pressing the liner over the penetration, a minimum of one inch (1") of liner shall lay flat on the penetration. Lining at joints shall be free of all mortar and other foreign matter and shall be clean and dry before joints are made. C. Field Joints in the PVC Liner: Field Joints: In the lining shall be of the following described types, used as prescribed: Type C-l: The joint shall be made with a separate 4-inch joint strip and two (2) welding strips. The four inch (4") joint strip shall be centered over the joint, tack-welded to the liner then welded along each edge to adjacent sheets with one inch (1") weld strip. The width of the space between adjacent sheets shall not exceed two inches (2"). The four inch (4") joint strip shall lap over each sheet a minimum of one-half inch C/z"). It may be used at any transverse or longitudinal joint. Type C-2: The joint shall be made by lapping sheets not less than one-half (Vi"). One welding strip is required. The upstream sheet shall overlap the one downstream. The lap shall be tack- welded into place prior to welding. Type C-3: The joint shall be made by applying one inch (1") wide welding strip on the back of the butt joint or by some other method by the manufacturer to prevent wet concrete from getting under the sheet. After the forms have been stripped, a one inch (1") welding strip shall be applied over the face of the sheet. All welding is to be in strict conformance with the recommendations of the lining manufacturer and with the requirements given herein. Welding shall fuse both sheets and weld strip together to provide a continuous joint equal in corrosion resistance and impermeability to the liner plate. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Liner CP3537 August 2008 03475-5 Hot-air welding guns shall provide effluent air to the sheets to be joined at a temperature between 500°F and 600°F. Welding guns shall be held approximately one-half inch ('/z") from and moved back and forth over, the junction of the two (2) materials to be joined. The gun shall be moved slowly enough as the weld progresses to cause a small bead of molten material to be visible along both edges and in front of the weld strip. D. Testing and Repairing Damaged Surfaces: All surfaces covered with lining, including welds shall be tested with an approved electrical holiday detector (Tinker & Rasor Model No. AP-W with power pack) with the instrument set at 20,000 volts minimum. All welds shall be physically tested by a nondestructive probing method. All patches over holes, or repairs to the liner wherever damage has occurred, shall be accomplished in accordance with Paragraph C. Each transverse welding strip which extends to a lower end of the liner will be tested by Owner. The welding strips shall extend two inches (2") below the liner to provide a tab. A ten (10) pound pull will be applied to each tab. The force will be applied normal to the face of the structure by means of a spring balance. Liner adjoining the welding strips will be held against the concrete during application of the force. The ten (10) pound pull will be maintained if a weld failure develops, until no further separation occurs. Defective welds will be retested after repairs have been made. Tabs shall be trimmed away neatly by the installer of the liner after the welding strip has passed inspection. Inspection shall be made within two (2) days after the joint has been completed in order to prevent tearing the projection weld strip and consequent damage to the liner from equipment and materials used in or taken through the work. END OF SECTION 03475 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Liner CP3537 August 2008 03475-6 SECTION 03760 EPOXY MORTAR MANHOLE RESTORATION FOREWORD This specification covers work, materials and equipment required for protecting and/or rehabilitating concrete and masonry manholes and other underground vaults by monolithic spray-application of a high-build, solvent-free epoxy coating to eliminate infiltration, provide corrosion protection, repair voids and enhance structural integrity. Procedures for surface preparation, cleaning, application and testing are described herein. PART 1 - GENERAL 1.1 SECTION INCLUDES A. Requirements for surface preparation, concrete repairs and solvent-free epoxy coating application to specified surfaces, and frame and cover replacement. 1.2 RELATED SECTIONS A. 01010 Summary of Work. B. General Provisions of Contract. 1.3 REFERENCES A. ASTM D638 - Tensile Properties of Plastics. B. ASTM D790 - Flexural Properties of Unreinforced and Reinforced Plastics. C. ASTM D695 - Compressive Properties of Rigid Plastics. D. ASTM D4541 - Pull-off Strength of Coatings Using a Portable Adhesion Tester. E. ASTM D2584 - Volatile Matter Content. F. ASTM D2240 - Durometer Hardness, Type D. G. ASTM D543 - Resistance of Plastics to Chemical Reagents. H. ASTM C109 - Compressive Strength Hydraulic Cement Mortars. J. ACI 506.2-77 - Specifications for Materials, Proportioning, and Application of Shotcrete. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-1 K. ASTM C579 - Compressive Strength of Chemically Setting Silicate and Silica Chemical Resistant Mortars. L. ASTM - The published standards of the American Society for Testing and Materials, West Conshohocken, PA. M. NACE - The published standards of National Association of Corrosion Engineers (NACE International), Houston, TX. N. SSPC - The published standards of the Society of Protective Coatings, Pittsburgh, PA. O. Los Angeles County Sanitation District - Evaluation of Protective Coatings for Concrete. P. SSPWC 210-2.3.3 - Chemical resistance testing published in the Standard Specifications for Public Works Construction, 1997 edition (otherwise known as "The Greenbook"). Q. City of Carlsbad Engineeing Standards, 2004 Edition. 1.4 SUBMITTALS A. The following items must be submitted consistent with General Provisions section 2.5.3: 1. Submit the following for Grout, Cementitious Reconstruction, Patching Materials, Chimney Seals, Epoxy Coating: a. Material type and manufacturer to be used, including catalog data showing manufacturer's clarifications and updates, ASTM references, matrial composition, specifications, physical properties, and chemical resistance, manufacturer's recommended mix, additives and set time. b. Manufacturer's detailed description of recommended procedures for handling and storing matrial to include use of strip recorder to monitor temperature at storage location. c. Manufacturer's detailed description of processes to execute the use of material including equipment required. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-2 d. Shipping Manifest With: 1) Date shipped 2) Origination and delivery locations 3) Shipping method and carrier 4) Shipping order number 5) Purchase order number 6) Shipped item 7) Stock number 8) Lot number 9) Shipping, storage, or safety requiements, inlcuding MSDS documents 10) Received date and by 11) Signature of receiver 4. Applicator Qualifications: a. Current letter of Manufacturer's certification dated within thirty (30) days of bid date, that Applicator has been trained and approved in the handling, mixing and application of the products to be used (provide with bid proposal). b. Current letter of Manufacturer's Certification dated within thirty (30) days of bid date, that the equipment to be used for applying the products has been manufactured or approved by the protective coating manufacturer and Applicator personnel have been trained and certified for proper use of the equipment. c. Five (5) recent references of Applicator (projects similar size and scope) indicating successful application of a high-build solvent- free epoxy coating by plural component spray application (provide with bid proposal). d. Proof of any necessary federal, state or local permits or licenses necessary for the project. e. The Contractor must hold a valid Class A State Contractor's License and have a minimum of one prior successful project of comparable size and complexity. The Contractor shall provide the name, address and telephone number of the Owner, the completion date and the location of the reference project. 5. Design details for any additional ancillary systems and equipment to be used in site and surface preparation, application and testing. 6. Manufacturer's representative contact information. 7. Letter from epoxy manufacturer acknowledging all repair materials used in the rehabilitation are compatible with the epoxy coating. 8. Wastewater bypass or flow diversions plan. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-3 9. Emergency plan detailing procedures to be followed in the event of a sewer overflow, blockage or service backup. Maintain a approved copy at the work site throughout the duration of the project. 10. For each access hole rehabilitated a complete and accurate record of work completed shall be kept. Report shall include: identifying access hole number, location, quantities of rehabilitation material used, estimate of infiltration eliminated, and results of post rehabilitation inspection along with all field test reports. A final report shall be provided at the conclusion of the rehabilitation. 1.5 QUALITY ASSURANCE A. Applicator shall initiate and enforce quality control procedures consistent with applicable ASTM, NACE and SSPC standards and the protective coating manufacturer's recommendations. B. A NACE Certified Coating Inspector shall be provided by Owner. The Inspector will observe surface preparation, application and material handling procedures to ensure adherence to the specifications. C. Manufacturer/supplier shall provide an authorized representative for purposes of monitoring the initial application. D. Packaging:The Contractor shall store all products to be used in their original, unopened packaging displaying the manufacturer's name, labels, product identification and batch numbers as applicable. Damaged material must be removed from the site immediately. 1.6 DELIVERY, STORAGE, AND HANDLING A. Materials are to be kept dry, protected from weather and stored under cover. B. Protective coating materials are to be stored between 50 deg F and 90 deg F. Do not store near flame, heat or strong oxidants. C. Protective coating materials are to be handled according to their material safety data sheets. D. Material damaged and deemed unrepairable will be rejected, removed from project site, and replaced at Engineer's direction. 1.7 SITE CONDITIONS A. Applicator shall conform with all local, state and federal regulations including those set forth by OSHA, RCRA and the EPA and any other applicable authorities. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-4 B. Method statements and design procedures are to be provided by Owner when confined space entry, flow diversion or bypass is necessary in order for Applicator to perform the specified work. 1.8 WARRANTY A. Applicator shall warrant all work against defects in materials and workmanship for a period of one (1) year, unless otherwise noted, from the date of final acceptance of the project. Applicator shall, within a reasonable time after receipt of written notice thereof, repair defects in materials or workmanship which may develop during said one (1) year period, and any damage to other work caused by such defects or the repairing of same, at his own expense and without cost to the Owner. PART 2 - PRODUCTS 2.1 EXISTING PRODUCTS A. Standard Portland cement or new concrete (not quick setting high strength cement used for repair, see paragraph B below) must be well cured prior to application of the protective coating. Generally, 28 days is adequate cure time for standard Portland. If earlier application is desired, compressive or tensile strength of the concrete can be tested to determine if acceptable cure has occurred. (Note: Bond strength of the coating to the concrete surface is generally limited to the tensile strength of the concrete itself. Engineer may require Elcometer pull tests to determine suitability of concrete for coating) B. Cementitious patching and repair materials should not be used unless their manufacturer provides information as to its suitability and procedures for topcoating with an epoxy coating. Project specific submittals should be provided including application, cure time and surface preparation procedures which permit optimum bond strength with the epoxy coating. C. Remove existing coatings prior to application of the new protective coating. Applicator is to maintain strict adherence to applicable NACE and SSPC recommendations with regard to proper surface preparation and compatibility with existing coatings. 2.2 MANUFACTURER A. RLS, Inc., Tulsa, Oklahoma 800-324-2810 or 918-615-0020 or FAX 918-615- 0140. B. Corrosion resistamt epoxy shall have achieved a total score of "3" or "4" in the "Evaluation of Protective Coatings for Concrete" testing program provided through County Sanitation Districts of Los Angeles County California. In each of the specific categories of "Acid Resistance" and "Concrete Bond", the approved product will have received a score of "1". City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-5 2.3 REPAIR MATERIALS A. Repair materials shall be used to fill voids, structurally reinforce and/or rebuild surfaces, etc. as determined necessary by the engineer and protective coating applicator. Repair materials must be compatible with the specified epoxy coating and shall be applied in accordance with the manufacturer's recommendations. B. The following products may be accepted and approved as compatible repair basecoat materials for epoxy topcoating for use within the specifications: 1. 100% solids, solvent-free epoxy grout specifically formulated for epoxy topcoating compatibility. The epoxy grout manufacturer shall provide instructions for trowel or spray application and for epoxy topcoating procedures. 2. Factory blended, rapid setting, high early strength, non-shrink repair mortar that can be trowelled or pneumatically spray applied may be approved if specifically formulated to be suitable for epoxy topcoating. Such repair mortars should not be used unless their manufacturer provides information as to its suitability for topcoating with an epoxy coating. Project specific submittals should be provided including application, cure time and surface prepration procedures which permit optimum bond strength with the epoxy coating. 3. Hydraulic wate plugs shall be Sauereisen, Insatplug F-180; IPA Systems, Inc.k Ocotplug; or approved equal. 2.4 PROTECTIVE COATING MATERIAL A. Raven Lining Systems' 405 epoxy coating system - a 100% solids, solvent-free two-component epoxy resin system thixotropic in nature and filled with select fillers to minimize permeability and provide sag resistance acceptable to these specifications. Product type Amine cured epoxy Color Light Blue Solids Content (vol %) 100 Mix Ratio 3:1 Compressive Strength, psi 18,000 Tensile Strength, psi 7,600 Tensile Elongation, %1.50 Flexural Modulus, psi 600,000 Hardness, Type D 88 Bond Strength - Concrete >Tensile Strength of Concrete Chemical Resistance: Severe Municipal Sewer: All types of service Successful Pass: Sanitation District of L.A. County Coating Evaulation Study orSSPWC211-2 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-6 2.5 PROTECTIVE COATING APPLICATION EQUIPMENT A. Manufacturer approved heated plural component spray equipment shall be used in the application of the specified protective coating. 2.6 REPAIR MORTAR SPRAY APPLICATION EQUIPMENT (if spray applied) A. Spray applied repair mortars shall be applied with manufacturer approved equipment. 2.7 FRAME AND COVER A. For 24-inch diameter entry, use SDRSD Drawing No. M1. with "City of Carlsbad Sewer" cast into cover. Coated with black bituminous paint B. For 36-inch diameter entry, use City of Carlsbad Standard Drawing S-4 2.8 REPAIR MORTAR SPRAY APPLICATION EQUIPMENT (if spray applied) Spray applied repair mortars shall be applied with manufacturer approved equipment. PART 3 - EXECUTION 3.1 ACCEPTABLE APPLICATORS A. Repair mortar applicators shall be trained to properly apply the cementitious mortar according to manufacturer's recommendations. B. Protective coating must be applied by a Certified Applicator of the protective coating manufacturer and according to manufacturer specifications. 3.2 EXAMINATION A. All structures to be coated shall be readily accessible to Applicator. B. Appropriate actions shall be taken to comply with local, state and federal regulatory and other applicable agencies with regard to environment, health and safety. C. The channel of the manhole shall be coated during low flow conditons by bypassing sewerage to assure the coating is installed below the average daily flow depth fo the channel. Hot air may be used to accelerate the cure time. D. Installation of the protective coating shall not commence until the concrete substrate has properly cured in accordance with these specifications. E. Temperature of the surface to be coated should be maintained between 40 deg F and 120 deg F during application. Prior to and during application, care should be taken to avoid exposure of direct sunlight or other intense heat source to the structure being coated. Where varying surface temperatures do exist, care should be taken to apply the coating when the temperature is falling versus rising (ie. late afternoon into evening vs. morning into afternoon). City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-7 3.3 SURFACE PREPARATION A. Applicator shall inspect all surfaces specified to receive a protective coating prior to surface preparation. Applicator shall notify Owner of any noticeable disparity in the surfaces which may interfere with the proper preparation or application of the repair mortar and protective coating. B. All contaminants including: oils, grease, incompatible existing coatings, waxes, form release, curing compounds, efflorescence, sealers, salts, or other contaminants shall be removed. C. All concrete or mortar that is not sound or has been damaged by chemical exposure shall be removed to a sound concrete surface or replaced. D. Remove all ladder steps from the structure, grinding flush with structure surface. All remaining exposed metals shall be rust protected according SSPC specifications for these conditions. E. Surface preparation method(s) should be based upon the conditions of the substrate, service environment and the requirements of the epoxy protective coating to be applied. F. Surfaces to receive protective coating shall be cleaned and abraded to produce a sound surface with adequate profile and porosity to provide a strong bond between the protective coating and the substrate. Generally, this can be achieved with a high pressure water cleaning using equipment capable of 5,000 psi at 4 gpm. Other methods such as high pressure water jetting (refer to NACE Standard No. 5/SSPC-SP12), abrasive blasting, shotblasting, grinding, scarifying or acid etching may also be used. Detergent water cleaning and hot water blasting may be necessary to remove oils, grease or other hydrocarbon residues from the concrete. Whichever method(s) are used, they shall be performed in a manner that provides a uniform, sound clean neutralized surface that is not excessively damaged. G. Infiltration shall be stopped by using a material which is compatible with the specified repair mortar and is suitable for topcoating with the specified epoxy protective coating. H. The area between the manhole and the manhole ring and any other area that might exhibit movement or cracking due to expansion and contraction, shall be grouted with a flexible grout or gel. I. All surfaces should be inspected by the Inspector during and after preparation and before the repair material is applied. J. All debris removed during the preparation process and installation of the rehabilitation system shall be removed from the site and disposed of in compliance with governing agency requirements. No debris shall be released or allowed to enter the sewer system. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-8 3.4 APPLICATION OF REPAIR MATERIALS A. Areas where structural steel has been exposed or removed shall be repaired in accordance with the Project Engineer's recommendations. B. Repair materials shall meet the specifications herein. The materials shall be trowel or spray applied utilizing proper equipment on to specified surfaces. The material thickness shall be specified by the Project Engineer according to Owner's requirements and manufacturer's recommendations. C. If using approved cementitious repair materials, such shall be trowelled to provide a smooth surface with an average profile equivalent to coarse sandpaper to optimally receive the protective coating. No bugnoles or honeycomb surfaces should remain after the final trowel procedure of the repair mortar. D. The repair materials shall be permitted to cure according to manufacturer recommendations. Curing compounds should not be used unless approved for compatibility with the specified protective coating. E. Application of the repair materials, if not performed by the coating certified applicator, should be inspected by the protective coating certified applicator to ensure proper finishing for suitability to receive the specified coating. F. After abrasive blast and leak repair is performed, all surfaces shall be inspected for remaining laitance prior to protective coating application. Any evidence of remaining contamination or laitance shall be removed by additional abrasive blast, shotblast or other approved method. If repair materials are used, refer to these specifications for surface preparation. Areas to be coated must also be prepared in accordance with these specifications after receiving a cementitious repair mortar and prior to application of the epoxy coating. G. Interior of access hole structure shall be returned to the approximate original interior dimensions with the installation of repair mortar. H. All surfaces shall be inspected during and after preparation and before the protective coating is applied. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-9 3.5 APPLICATION OF PROTECTIVE COATING A. Application procedures shall conform to the recommendations of the protective coating manufacturer, including material handling, mixing, environmental controls during application, safety, and spray equipment. B. The spray equipment shall be specifically designed to accurately ratio and apply the specified protective coating materials and shall be regularly maintained and in proper working order. C. The protective coating material must be spray applied by a current Certified Applicator of the protective coating manufacturer. D. Specified surfaces shall be coated by spray application of a moisture tolerant, solvent-free, 100% solids, epoxy protective coating as further described herein. Spray application shall be to a minimum wet film thickness of 100 mils and an average wet film thicknesses of 125 mils. E. Airless spray application equipment approved by the coating manufacturer shall be used to apply each coat of the protective coating. Air assisted spray application equipment may be acceptable, especially for thinner coats (<10 mils), only if the air source is filtered to completely remove all oil and water. F. If necessary, subsequent topcoating or additional coats of the protective coating should occur as soon as the basecoat becomes tack free, ideally within 12 hours but no later than the recoat window for the specified products. Additional surface preparation procedures will be required if this recoat window is exceeded. G. Fiberglass woven-roving fabric may be rolled into the resin or chopped glass spray applied with the resin for added tensile and flexural strength where desired. Sloped surfaces of the floor may be made non-skid by broadcasting aluminum oxide or silica sand into the surface prior to gelation. H. Depending on flow levels and how long flow can be stopped, inverts may be lined with an approved 100% solids, fast setting epoxy coating material. 3.6 TESTING AND INSPECTION A. General. All inspection shall be done by the Contractor in the presence of and under the direction of the Engineer. Inspection procedures described as follows shall be consider as incidental to this contract and no additional payment will be made for the inspection procedures and subsequent repairs resulting from destructive tests. The City may acquire the services of tha 3rd party inspector (Special Inspector). The cost of the Special Inspector shall be paid by the City under a separate agreement. The Contractor shall provide safe access required by the Special Inspector or Engineer including all equipment and support necessary for confined space entry in compliance with all governing safety requirements. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-10 B. Mill Gauge Test. During application a wet film thickness gage, such as those available through Paul N. Gardner Company, Inc. meeting ASTM D4414 - Standard Practice for Measurement of Wet Film Thickness of Organic Coatings by Notched Gages, shall be used to ensure a monolithic coating and uniform thickness during application. C. High Voltage Spark Test. After the protective coating has set hard to the touch it shall be inspected with high-voltage holiday detection equipment. Surface shall first be dried, an induced holiday shall then be made on to the coated concrete surface and shall serve to determine the minimum/maximum voltage to be used to test the coating for holidays at that particular area. The spark tester shall be initially set at 100 volts per 1 mil (25 microns) of film thickness applied but may be adjusted as necessary to detect the induced holiday (refer to NACE RPO188-99). All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning, additional protective coating material can be hand applied to the repair area. All touch-up/repair procedures shall follow the protective coating manufacturer's recommendations. D. Adhesion Testing. The adhesion tests shall be performed on each of the rehabilitated structures at locations directed by the Engineer. Adhesion testing shall be conducted after the liner system has cured per manufacturer instruction and in accordance with ASTM D4541 as modified herein. A minimum of one 20 mm dolly shall be affixed to the lined surface of the structure at the upper section or cone area, mid section and at the bottom, unless otherwise specified in the Special Provisions. Each testing location shall be identified by the Engineer. The adhesive used to attach the dollies to the liner shall be rapid setting with tensile strength in excess of the liner material and permitted to cure in accordance with manufacturer recommendations. The lining material and dollies shall be adequately prepared to receive the adhesive. Prior to pull test, the Contractor shall utilize a scoring device to cut through the coating until the substrate is reached. Extreme care shall be required while scoring to prevent micro cracking in the coating, since cracks may cause failures at diminished strengths. Failure due to improper dolly adhesive or scoring shall require retesting. The pull tests in each area shall meet or exceed 200 psi. and shall include subbase adhered to the back of the dolly or no visual signs of coating material in the test hole. Pull tests with results between a minimum 150 psi and 200 psi shall be acceptable if more than 50% of the subsurface is adhered to the back of the dolly. A test result can be discarded, as determined by the Engineer, if there is a valid nonstatistical reason for discarding the test results as directed by Sections 8.4 and 8.5 of ASTM D4541. If any test fails, a minimum of three additional locations in the section of the failure shall be tested, as directed by the Engineer. If any of the retests fail all loosely adhered or unadhered liner in the failed area, as determined by the Engineer, shall be removed and replaced at the Contractor's expense. If a structure fails the adhesion test, one additional structure or 10% of the initial number of structures selected for testing shall be tested at the discretion of the Engineer and/or as specified in the Special Provisions. E. A final visual inspection shall be made by the Inspector and manufacturer's representative. Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Applicator. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-11 3.6 FRAME AND COVER INSTALLATION A. Install per City of Carlsbad Engineering Standards, 2004 Edition Standard Drawing S-1. B. Following 3.03 paragraph G of this Section. C. Repair of pavement shall comply with Section 302-5.8 of the Standard Specifications for Public Works Construction, 2006 Edition, "Greenbook". 3.7 WARRANTY INSPECTIONS A. Visual inspection to determine integrity of rehabilitation materials and water tightness will be conducted prior to the expiration of the guarantee period. B. Contractor to accompany, Manufacturer Representative and Engineer on inspections. C. Adhesions Test 25 percent of access holes rehabilitaed at locations selected by the Engineer. If any access holes fail inspection, inspect all access holes in contract with Engineer. D Contractor shall repair all rehabilitation failures to the satisfaction of the coating manufacturer and Engineer. E. Each of the manholes shall be spark tested and visually inspected. ******** City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Epoxy Mortar Manhole Restoration CP3537 August 2008 03475-12 SECTION 06500 GLASS-FIBER REINFORCED POLYESTER (FRP) REHABILITATION ACCESS HOLES PART 1 - GENERAL 1.01 SCOPE OF WORK This specification shall govern for the furnishing of all work necessary to accomplish and complete the installation of glass-fiber reinforced polyester rehabilitation Access Holes. Glass-Fiber Reinforced Polyester Rehabilitation Access Holes shall be a one-piece monolithic designed unit constructed of glass- fiber reinforcements, supplier-certified unsaturated isophthalic polyester resin, and chemically enhanced silica to improve corrosion resistance, strength and overall performance. FRP Access Holes shall be manufactured in strict accordance with ASTM D-3753 "Standard Specification for Glass-Fiber Reinforced Polyester Access Holes", as manufactured by Containment Solutions, Inc., Conroe, Texas, FRP Access Holes, or engineer pre-approved equal. 1.02 GOVERNING STANDARDS A. Access Holes shall conform to the following design criteria: ASTM D-3753 Standard Specification for Glass-Fiber Reinforced Polyester Access Holes. ASTM C-581 Practice for Determining Chemical Resistance of Chemical Thermosetting Resins Used in Glass-Fiber Reinforced Structures Intended for Liquid Service. ASTMD-2412 Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel Plate Loading. ASTM D-695 Test Methods for Compressive Properties of Rigid Plastics. ASTM D-25 84 Test Method for Ignition Loss of Cured Reinforced Resins. ASTM D-790 Test Method for Flexural Properties of Unreinforced and Reinforced Plastics and electrical Insulating Materials. ASTM D-2583 Test Method for Indentation Hardness of Rigid Plastics by means of a Barcol Impressor. AASHTO H-20 Axial Loading 1.03 GENERAL DESCRIPTION A. Dimensions: The Access Hole shall be a circular cylinder, reduced at the top to a circular manway not smaller than 22 1/2" inside diameter. Access Holes shall be produced in whole foot increments of length +/- 2". Nominal inside diameters shall be 53". Tolerance on the inside diameter shall be +/- 1%. Access Hole wall thickness shall be a minimum of 0.400". Other diameters as agreed upon between purchaser and the manufacturer are covered by this specification. Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Glass (FRP) Rehabilitation Access Holes CP3537 August 2008 06500 - 1 B. Configuration: 1. The Manway reducer must provide a bearing surface on which a standard ring and cover may be supported and adjusted to grade. The reducer shall be concentric and shall be joined to the barrel section at the factory with resin and glass fiber reinforcement, thus providing required monolithic design to prevent infiltration and/or exfiltration through the Access Hole. Manway reducer cone section shall be self-centering to permit vertical height adjustment (raising or lowering) of Access Hole by contractor utilizing manufacturer provided materials and detailed written instructions. C. Class: The Access Hole shall be manufactured in one class of load rating. This class shall be H- 20 wheel load (minimum 16,000 pounds dynamic wheel load). D. Access Hole Liner Bottom: Resin and glass fiber reinforced Access Hole bottoms may be provided, upon engineer's request. Under special circumstances this request may be made by engineer, upon that request, Access Hole Bottom shall be provided with glass reinforced bottom section designed to withstand the hydrostatic head pressure, empty and water to grade, of units at 25ft. burial depth. (Units deeper than 25ft. may require additional reinforcement as required). FRP ribs or FRP structural members may be utilized to meet the design criteria. Stiffeners shall be of non-corrosive materials encapsulated in fiberglass. FRP encapsulated wood or lumber shall not be permitted. E. Marking and Identification: All Access Holes shall be marked in letters no less than 1" in height with the following information: 1. Manufacturers Identification 1. Manufacturers Serial Number 3. Access Hole Length 4. ASTM Designation 5. Installation assist marks (vertical lines 90° apart at base of Access Hole). 1.04 MATERIALS A. Resin: The resins used shall be unsaturated, supplier certified, isophthalic polyester resins. Mixing lots of resin from different manufacturers, or "odd-lotting" of resins shall not be permitted. Quality-assurance records on the resin shall be maintained. Non-pigmented resin is required to allow for light or "sand" color of Access Hole surface in order to facilitate easy from grade interior inspection. UV Inhibitors shall be added directly to resins to prevent photo degradation. Exterior gel-coating shall not be permitted. B. Reinforcing Materials: The reinforcing materials shall be commercial grade "E" type glass in the form of mat, continuous roving, chopped roving, roving fabric, or both, having a coupling agent that will provide a suitable bond between the glass reinforcement and the resin. C. Surfacing Material: If reinforcing material is used on the surface exposed to the contained substance, it shall be a commercial grade chemical-resistant glass or organic surfacing mat having a coupling agent that will provide a suitable bond with the resin. Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Glass (FRP) Rehabilitation Access Holes CP3537 August 2008 06500 - 2 D. Fillers and Additives: Fillers, when used, shall be inert to the environment and Access Hole construction. Additives, such as thixotropic agents, catalysts, promoters, etc., may be added as required by the specific manufacturing process to be used to meet the requirements of this standard. However, calcium carbonate mixed by the fabricator shall not be permitted. The resulting reinforced plastic material must meet the requirement of this specification. E. Laminate: The laminate shall consist of multiple layers of glass matting and resin. The surface exposed to the sewer/chemical environment shall be resin rich and shall have no exposed fibers. 1.05 MANUFACTURE A. Access Hole cylinders, manway reducers, and connectors shall be produced from glass fiber- reinforced polyester resin. Access Hole cylinders to 66" ID to be manufactured by "computer regulated continuous band mandrel process, 72" ID and larger to be manufactured by computer regulated steel mandrel process utilizing structural rib design. B. Interior Access: All Access Holes shall be designed so that a ladder or step system can be supported by the installed Access Hole. C. Manway Reducer: Manway reducers shall be concentric with respect to the larger portion of the Access Hole diameters through 60 inches. Larger Access Holes may have manway reducers that are either concentric or eccentric with respect to the larger portion of the Access Hole. D. Cover Ring and Support: The Access Hole shall provide an area from which a typical ring and cover plate can be supported without damage to the Access Hole. E. Assembly Joints: Product components, i.e., cylinders, reducers, bottoms, and connectors, may be joined together to form a complete Access Hole. (See 3A). 1.06 REQUIREMENTS A. Exterior Surface: The exterior surface shall be relatively smooth with no sharp projections. Handwork finish is acceptable if enough resin is present to eliminate fiber show. The exterior surface shall be free of blisters larger than 0.5" in diameter, delamination and fiber show. B. Interior Surface: The interior surfaces shall be resin rich with no exposed fibers. Interior surface shall be smooth for improved corrosion resistance and reduced sludge build-up. The surface shall be free of crazing, delamination, blisters larger than 0.5" in diameter, and wrinkles of 0.125" or greater in depth. Surface pits shall be permitted up to 6' 2" if they are less than 0.75" in diameter and less than 0.0625" deep. Voids that cannot be broken with finger pressure and that are entirely below the resin surface shall be permitted up to 4' 2" if they are less than 0.5" in diameter and less than 0.0625" thick. C. Repairs: Any Access Hole repair is required to meet all requirements of this specification, D. Access Hole Lengths: Access Hole lengths shall be in whole foot increments +/- 2". E. Load Rating: The complete Access Hole shall have a minimum dynamic load rating of 16,000 Ibs. When tested in accordance with ASTM 3753, 8.4 (note 1). To establish this rating the complete Access Hole shall not leak , crack, or suffer other damage when load tested to 40,000 Ibs. and shall not deflect vertically downward more than 0.25" at the point of load application when loaded to 24,000 Ibs. Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Glass (FRP) Rehabilitation Access Holes CP3537 August 2008 06500 - 3 F. Stiffness: The cylindrical portion of the Access Hole is to be tested in accordance with ASTM Method D 2412. The Access Hole cylinder shall have the minimum pipe-stiffness values shown in the table below, when tested in accordance with ASTM 3753 , Section 8.5, (note 1). Access Hole Length (ft) PSI 3 - 6 0.72 7-12 1.26 3-20 2.01 21-25 3.02 26 - 35 5.24 G. Soundness: In order to determine soundness, an air or water test is to be applied to the Access Hole test sample. While holding the pressure between 3-5 psi, the entire Access Hole must be inspected for leaks. Any leakage through the laminate is cause for failure of the test. Refer to ASTM 3753, Sec. 8.6. H. Chemical Resistance: Per ASTM C 581; (see ASTM 3753, Section 8.7), Flexural strength, flexural modulus, and barcol hardness are plotted versus time on log-log coordinates. The line defined by these points is extrapolated to 100,000 hours. The minimum extrapolation retention allowed for any of these properties is 50%. Test samples used are actual pieces of Access Hole or samples manufactured in a manner consistent in every way with the Access Hole component construction. I. Physical Properties: Flexural Strength (Cone): Hoop: 15.4 x 103 psi Axial: 17.2x103 psi Flexural Strength (Pipe) Hoop: 22.5 x 103 psi Axial: 14.3 x 103 psi Compressive Strength: 18.9 x 103 psi 1.07 TEST METHODS A. All tests shall be performed as specified in ASTM 3753, Section 8, Titled "Test Methods". See ASTM 3753, Section 8, Note 5, for Test method D-790 and test method D-695. 1.08 QUALITY ASSURANCE/QUALITY CONTROL A. Examination: Each Access Hole component part shall be examined for dimensional requirements, hardness, and workmanship. B. Composition Control: Controls on glass and resin content shall be maintained for all manufacturing processes and for each portion of Access Hole fabrication. Records shall be maintained of these control checks. Proper glass content may be shown by glass usage checks, by glass and resin application rate checks, in accordance with the material composition test in ASTM 8.8.1. C. All required ASTM 3753 testing shall be completed and records of all testing shall be kept and copies of test results shall be presented to customer upon written request within a reasonable time period. Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Glass (FRP) Rehabilitation Access Holes CP3537 August 2008 06500 - 4 1.09 CERTIFICATION A. When requested by the purchaser on his order, a certification shall be made the basis of acceptance. This shall consist of a copy of the manufacturer's test report or a statement by the supplier, accompanied by a copy of the test results, that the Access Hole has been sampled, tested, and inspected in accordance with the provisions of ASTM 3753 and this specification, and meets all requirements. An authorized agent of the supplier or manufacturer shall sign each certification so furnished. 1.10 HANDLING AND STORAGE A. Do not drop or impact the fiberglass Access Hole. Lift Access Hole with two slings on spreader bar in horizontal position or by use of 4" x 4" timber inserted crosswise inside the Access Hole to the underside of the collar with a rope or chain attached to backhoe or other lifting device. Access Hole may be rolled, however, insure that ground is smooth and free of rocks, debris, etc. Use of chains or cables in contact with Access Hole surface is prohibited. 1.11 INSTALLATION METHODS A. General: The Access Hole installation should strictly follow the manufacturers recommended installation procedures. B. Prepare Excavation: Excavate an area around the top of the existing Access Hole sufficiently wide and deep for removal of old castings (ring and cover) and reducer (cone) section. C. High Pressure Water Cleaning: Prepare the remaining interior surface of the existing shaft with a high pressure water cleaning system, 5,000 psi pressure minimum. No solid debris shall be allowed to enter sewer channel D. Rehabilitation Access Hole Preparation: The bottom of the rehabilitation Access Hole must be cut to fit existing Access Hole invert as closely as possible. Make cutouts in rehabilitation Access Hole wall to accommodate existing inlets, drops and cleanouts. Cuts should be precisely made with an electric or gasoline saw fitted with a masonry-type blade or with a special jigsaw. E. Set Access Hole: To lift rehabilitation Access Hole, insert 4" x 4" timber crosswise inside the Access Hole to the underside of the collar with a rope or chain attached to backhoe or other lifting device. Lower rehabilitation Access Hole into existing Access Hole and quick-setting grout mixture. A good bottom seal should be obtained in order to prevent loss of grout from the annular space between the outside of the liner and the interior wall of the existing Access Hole. The installer should place a 6" height of quick-setting grout above the initial bottom seal. F. Liner Grouting: Fill the annular space between the rehabilitation Access Hole and the existing Access Hole with an economical portland cement and sand grout mixture. The concrete grout backfill shall be poured in layers of not more than 12" in even lifts. G. Backfill: Backfill should be place evenly around any exposed portions of the Access Hole in 12" maximum lifts and should thoroughly tamped to 95% standard proctor density before the next layer is installed. Backfill material shall be stabilized sand or crushed stone. The material chosen shall be free of large lumps or clods, which will not readily break down under compaction. Backfill material shall be subject to approval by engineer. H. Bring to Grade: Construct chimney on flat shoulder of Access Hole using precast concrete rings. Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Glass (FRP) Rehabilitation Access Holes CP3537 August 2008 06500-5 1.12 INSPECTION A. The quality of all materials, the process of manufacture, and the finished sections shall be subject to inspection and approval by the Engineer, or other representative of the owner. Such inspections shall be made at the place of manufacture, or at site of delivery, and the sections shall be subject to rejection on account of failure to meet any of the specification requirements. Sections rejected after delivery to the job site shall be marked for identification and shall be removed from the job at once. All sections which have been damaged after delivery will be rejected, and if already installed shall be acceptable if repaired or removed and replaced at the contractor's expense. B. At the time of inspection the material will be examined for compliance with the requirements of this specification and the approved drawings. 1.13 MEASUREMENT END OF SECTION 06500 Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Glass (FRP) Rehabilitation Access Holes CP3537 August 2008 06500 - 6 SECTION 06501 POLYETHYLENE REHABILITATION ACCESS HOLES PART 1 - GENERAL 1.01 SCOPE The Contractor shall furnish and install a non-load bearing 42-inch inside diameter pipe externally ribbed high density polyethylene access hole liner and, if required, a separate polyethylene liner top with dimensions as shown on the drawings. 1.02 ACCESS HOLE LINER KIT The polyethylene access hole liner system shall be fabricated from ribbed polyethylene pipe manufactured in accordance with ASTM Specification F-894. The liner shall be Class 40 minimum, as manufactured by Chevron Phillips Chemical Company, 10001 Six Pines Drive, The Woodlands, TX 77380 (T: 832-814-4100). 1.03 MASTIC SEALER The mastic sealer shall be equivalent to CA 1200 mastic by Protectowrap. 1.04 BOTTOM SEAL The bottom seal shall be Ram-nek. PART 2 - ACCESS HOLE PREPARATION 2.01 EXCAVATION The roadway material or existing soil shall be removed to produce a neat cut around the access hole. The hole shall be large enough to provide for a workable area and for safe removal of the cone section of the access hole. 2.02 CONE REMOVAL The existing concrete cone shall be removed and, if damaged, disposed of at the contractor's expense. Undamaged cones should be salvaged and stored as directed by the City of Carlsbad. Properly sized and fitted precast concrete riser sections shall be used to return the access hole wall height to within 2" of the existing ground or the cone replaced as shown on the drawings. 2.03 CLEANING The interior of the access hole shall be cleaned by utilizing a high pressure water jet to remove all loose and deteriorated coatings and concrete. Debris larger than 1/4" diameter shall be prevented from entering the sewer lines through the use of screens or other devices at the bottom of the access hole. If any debris collects in the downstream sewer, the Contractor shall remove it at his own expense. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Polyethylene Rehabilitation Access Holes CP3537 August 2008 06501-1 2.04 FLOW DIVERSION PLUGGING Pipes entering the access hole wall above the main sewer lines shall be temporarily plugged or the flow diverted to prevent the entrance of sewage until the liner segment is completely installed. All costs of pumping shall be at the Contractor's expense. The Contractor can coordinate with the City, the pump station pumping operation to facilitate access hole repair work. PARTS- LINER INSTALLATION 3.01 TRIMMING The liner shall be installed accurately trimmed on the bottom to conform to the existing benches and sewer line. The contractor shall make sure that the bottom of the precast slab, when finally installed, will rest approximately 1/4" above the polyethylene flat top assembly after it is pressed over the spigot. 3.02 BOTTOM SEAL The liner shall be installed using Ram-nek as a seal between the liner bottom edge and the access hole bench and above the sewer pipes at the bottom of the access hole. All edges shall be well sealed using a mastic sealant. 3.03 PIPES The pipe stubs through the wall shall be completely installed and sealed with inverts matched before a grouting of the annular area between the liner and the existing access hole. The pipe stub material shall be PVC with a diameter equal to or slightly larger than the existing pipe. 3.04 GROUTING OF THE ANNULUS The polyethylene liner shall be centered and secured in the existing concrete access hole for grouting. The entire annular space between the new liner and the old access hole shall be completely filled with Class III concrete (grout). The grout shall be placed in maximum 2 foot lifts providing sufficient set time and shall not extend upward past the topmost rib on the polyethylene liner. The contractor shall take all necessary precautions to insure that the annulus is completely filled and that the polyethylene liner is not buckled during the grout operation. 3.05 LINER GROUT The liner grout shall conform to Section 03010. The grout shall be puddled or vibrated to eliminate voids. All concrete grout exposed to the sanitary sewer environment shall be coated with a minimum 1/4- inch thickness of an epoxy coating as manufactured by PRECO, or approved equal. 3.06 ACCESS HOLE FLAT SLAB When required an H-20 rated precast flat slab 48" access hole top with a concentric manway opening shall be installed in lieu of a "cone". The top of the slab shall be even with the bottom elevation of the road base material, and the underside of the slab shall rest approximately 1/4" above the polyethylene flat top assembly. The precast slab shall be fully supported by the existing concrete access hole walls. No loads shall be placed on the polyethylene liner. Care should be taken to prevent damage to the polyethylene liner materials during placement of the precast top. The polyethylene manway entry tube, which is thermally fused to the flat top at the factory, shall extend through the flat concrete slab and trimmed to the bottom of the access hole ring. The space between the access hole ring and the polyethylene entry tube section shall be thoroughly grouted, thereby completely protecting all surfaces of the adjustment bricks or grade rings from the corrosive sewer environment. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Polyethylene Rehabilitation Access Holes CP3537 August 2008 06501-2 3.07 ACCESS HOLE CONES The interior wall surfaces of the access hole concentric cones replaced 'shall be painted with a minimum 1/4-inch thickness of an epoxy coating as manufactured by PRECO, or an approved equal. PART 4 - ACCESS HOLE RING AND COYER 4.01 PROTECTIVE COATING Access hole rings and covers shall be repaired and/or replaced in accordance with the schedule contained in this specification. New or reused rings arid covers shall be sandblasted to white metal. The mating surfaces and surfaces exposed to the sewer gases shall have two coats (total of ten mils) of Liqui-Steel epoxy, as manufactured by PRECO Industries, Inc., or approved equal. 4.02 GRADE ADJUSTMENTS The ring and cover shall be installed to exact grade by using brick arid mortar or precast concrete rings. The cast-iron ring shall not be set directly on the access hole liner. PARTS- SITE WORK 5.01 CONCRETE ACCESS HOLE AREA The excavated areas around the outside of the concrete access hole should be backfilled with existing material to 95% ASTM D698. 5.02 REFERENCE Refer to Section 02200 for site work. PART 6- WARRANTY 6.01 GENERAL The Contractor shall fully warranty -the installation for a period of one year from date of acceptance. END OF SECTION 06501 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Polyethylene Rehabilitation Access Holes CP3537 August 2008 06501-3 SECTION 13600 INSTALLATION OF CARRIER PIPE IN STEEL CASINGS PART 1 - GENERAL 1.01 DESCRIPTION A. This section specifies requirements for the installation of the carrier pipe inside jacked casings including casing spacers and requirements for the design of grout mixes and placement of cellular concrete. Requirements for tunnel construction are specified elsewhere. 1.02 RELATED WORK SPECIFIED ELSEWHERE: A. Section 02200 Earthwork B. Section 13610 Microtunnelling C. Section 13620 Shaft Excavation and Support D. Section 15065 POLYVINYL CHLORIDE (PVC) WATER TRANSMISSION PIPE AND FITTINGS (C905) E. Section 15084 Vitrified Clay Pipe Sewers and Fittings F . Section 15150 HOPE Pipe G. "Greenbook" 500 1 .8 Centrifugally Cast Fiberglass Reinforced Plastic Mortar (CCFRPM) Pipe. 1.03 DESIGN REQUIREMENTS A. Design Criteria: 1. Carrier Pipe shall be installed within the casing pipe with a minimum clearance of 2 inches as measured between the inside casing wall and the furthest projection of the carrier pipe's outer sidewall or bell. 2. Carrier pipe length shall be as determined by the Contractor and shall not exceed the clearance between shaft excavation support members as measured parallel to the tunnel. 3. Backfill grout shall be placed between the casing and carrier pipe. 4. Carrier pipe shall have a minimum factor of safety of 3.0 for backfill fluid pressure. 5. Final installation tolerances of the carrier pipe shall be: a. Line: ±0.2 foot b. Grade: ±0.1 foot c. No ponding of water or reverse grade City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600-1 B. Casing Spacers: 1. Separation shall not exceed 8 feet. -***% 2. Shall have a minimum factor of safety of 2.0. 3. Shall provide the minimum thickness of backfill after adjustment for line and grade control. 4. Shall be designed and installed to ensure complete backfill of the annular space. 5. Shall provide cathodic isolation of the carrier pipe from the casing. 6. Shall not have a riser or leg located at invert or crown. 7. Legs and risers shall be symmetrical about the vertical axis. 1.04 SUBMITTALS A. Product Data: Provide manufacturer's technical information and written recommendations for all materials incorporated into the work. B. Working Drawings: 1. Pipe laying diagram showing each pipe section, line and grade deflection, pipe identification number, and special fittings. 2. Cross sections indicating relative arrangement of and dimensioned clearances between r~~~^ casing, carrier pipe, casing spacers, and other equipment and materials used in the ^"**? performance of the work. C. Carrier Pipe Shop Drawings. Calculations, and Methods Statements: 1. Pipe manufacturer's written recommendations for shipping, handling, and installing the carrier pipe. 2. Calculations demonstrating that the pipe is designed to withstand installation, heat of hydration, fluid pressure, and construction loads without damage. 3. Shop drawings showing dimensions. 4. Preparations for installing pipe sections. 5. Methods for cleaning casing pipe of foreign materials including water. D. Casing Spacers Shop Drawings. Calculations, and Method Statement: 1. Calculations demonstrating the spacers are designed to withstand construction loads. 2. Shop drawings showing dimensions and configuration. 3. Assembly method. E. Pipe End Seal Drawings and Method Statement. 1. Shop drawings showing dimensions and configuration. City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600-2 2. Assembly method, p. Backfill sequence with estimated volume. G. Experience Records: 1. Contractor's design engineer 2. Contractor's surveyor 3. Pipe installation superintendent 4. Individual supervising field welding 5. Certified Welding Inspector 6. Welders 7. Backfill grout supplier H. Cellular Concrete: 1. Proposed mix. 2. Independent laboratory certification of 28-day compressive test strength of proposed mix. 3. Heat of hydration calculations. 4. Mixing and pressure control valves. 5. Cellular concrete foam generator, mixing plant, and pump. 6. Method for transporting and placing cellular concrete. I. Calculations demonstrating that number of lifts, pumping pressure, and rate of injection will not collapse the foam. J. Daily production records submitted no later than the beginning of the following work day. K. As-built data for casing pipe: 1. Closed loop survey with a minimum of two measurements taken; one at each end of each casing segment completed after tunneling and before carrier pipe installation. 2. Drawings incorporating survey data to confirm that carrier pipe installation conforms to design. 1.05 QUALITY ASSURANCE A. Experience records shall list the projects that demonstrate the required experience. The experience record shall include the name of project, the agency that contracted for the project and contact. If work was performed under subcontract, identify the general contractor and contact. For each contact include all contact information. B. The proposed mix shall be designed and tested in accordance with ASTM C 796. These results will be compared with field test results to confirm consistent properties are obtained in the field. Preliminary testing for each mix shall be as follows: City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600 - 3 1. Two sets of compression test cylinders (three inches by six inches), three cylinders per set, shall be made from each proposed cellular concrete mix. One set of three cylinders shall be tested at an age of seven days and the other set shall be tested at an age of 28 days. Cellular concrete test specimens shall be made, cured, stored, and tested in accordance with ASTM C 495. 2. Determination of total air content of each proposed cellular concrete mix in accordance with ASTM C 796. 3. Determination of unit weight of each proposed cellular concrete mix in accordance with ASTM C 567. C. Field Tests: Field tests shall comply with the following: 1. Field control tests, including unit weight using wet density, air content test, and the making of compression test cylinders, shall be performed by the Contractor. The Owner may elect to perform similar tests. 2. The frequency specified herein for each field control test is approximate. A greater or lesser number of tests may be made, as required by the Owner. Wet density at the point of placement shall be within plus or minus five percent of the density established for the mix design. Field control test shall consist of four test cylinders and one wet density sample taken: a. From each batch b. After a change in mix design c. At a frequency of not less than one per hour 3. A system of valves in the line transporting the cellular concrete, which will allow for collection of test specimens without disconnecting the line from the outlet, shall be provided within 8 feet of where the cellular concrete is being injected. 4. Unit weight shall be determined in accordance with ASTM C 567. Unit weight at the point of placement shall be within plus or minus five percent of the unit weight established for the mix design. Adjust mix as required to obtain the specified unit weight. Unit weight test shall be made: a. From each batch b. After a change in mix design c. At a frequency of not less than one per hour 1.06 REFERENCE STANDARDS: A. ASTM C12 or C1208, Standard Practice for Installing Vitrified Clay Pipe Lines B. ASTM C 150, Standard Specification for Portland Cement C. ASTM C 495, Standard Test Method for Compressive Strength of Lightweight Insulating Concrete D. ASTM C 567, Standard Test Method for Determining Density of Structural Lightweight Concrete City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600 - 4 E. ASTM C 796, Standard Test Method for Foaming Agents for Use in Producing Cellular concrete with Preformed Foam F. ASTM C 869, Standard Specification for Foaming Agents Used in Making Preformed Foam for Cellular Concrete G. ASTM D3262 Standard Specification for Fiberglass (Glass-Fiber-Reinforced Thermosetting- Resin) Sewer Pipe H. ASTM D6783-05 Standard Specification for Polymer Concrete Pipe I. AWS D1.1, Structural Welding Code - Steel J. AWS QC1, Standard and Guide for Qualification and Certification of Welding Inspectors K. CalOSHA, California Code of Regulations - Title SOccupational Safety and Health Administration (OSFLA) Regulations and Standards for Underground Construction - 29 CFR Part 1926 L. Greenbook", Standard Specifications for Public Works Construction, 2006 Edition 1.07 QUALIFICATIONS: A. Contractor's Design Engineer: Registered California Civil or Structural Engineer with at least five years experience. B. Contractor's Surveyor: Registered California surveyor with at least five years of experience in underground surveying. C. Superintendent in charge of pipe installation: In responsible charge of similar work on a minimum of two projects of equivalent size and complexity within the past 10 years. D. Individual supervising field welding: At least three years of experience within the last 5 years with welding procedures required on this project. E. Certified Welding Inspector: At least five years of experience with welding procedures required on this project and 200 welded joints each year. F. Welder: At least five years of experience with welding procedures required on this project and 500 welded joints each year. G. Cellular Concrete batching and placing: At least five years of related experience and 5 tunnels of equal or greater volume in each year. 1.08 INSTALLATION MEETING: A. Hold a preconstruction meeting at least five work days but not more than 30 work days prior to commencing installation of carrier pipe. Provide minimum five work days advance notification of meeting time. City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600-5 B. Review and discuss the following items at the meeting: 1. Construction methods and constraints overview. 2. Equipment operating parameters. 3. Safety procedures. 4. Quality control procedures and quality assurance requirements. 5. Reporting requirements. 6. Other issues as may be raised by either party. PART2-PRODUCTS 2.01 MATERIALS A. Carrier Pipe: The carrier pipe shall be a nominal 24-inch inside diameter (ID) gravity sewer pipe. Carrier pipe shall be one of the following: 1. Vitrified Clay Pipe (VCP) manufactured in accordance with ASTM C12 or C1208, 2. High Density Polyethylene (HOPE) Pipe PE4710 or PE3408/PE3608 designed for fusion welding. 3. Polyvinylchloride (PVC) Pipe C-900 or C-905. 4. Centrifugally Cast Fiberglass Reinforced Plastic Mortar (CCFRPM) Pipe manufactured in accordance to ASTM 3262. Material and construction shall conform with Greenbook section 500-1.8. B. Cellular concrete shall be lightweight hardened cementitious material made from the combination of concrete and a foaming agent with a minimum compressive strength of 200 psi in 24 hours and 500 psi in 28 days. 1. Cement: Conform to the requirements of ASTM C 150. 2. Water: Potable water free from deleterious amounts of alkali, acid, organic materials, or other impurities that would adversely affect the setting time, strength, durability, or other quality of the cellular concrete. If water is used to pre-form the foam, it shall not exceed 80 degrees Fahrenheit (°F). 3. Admixtures: Admixtures may only be used when specifically approved by the foaming agent supplier in writing. 4. Foaming Agent: Foaming agent shall comply with ASTM C 869 when tested in accordance with ASTM C 796. The type and manufacturer shall be: a. Mearl Geofoam Liquid Concentrate manufactured by The Mearl Corporation, Roselle Park, NJ. b. Foam Liquid Concentrate manufactured by Cellufoam Concrete Systems. c. Or approved equal. C. Casing Spacers Shall: 1. Be non-conductive casing spacers 2. Hold the carrier pipes securely within the casing pipe. D. Pipe end seals or end penetration seals shall provide cathodic isolation; completely span the opening, resist backfill pressure, and heat of hydration. City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600-6 PART 3- EXECUTION 3.01 PREPARATION A. Confirm with survey data that tunnel initial support systems and shaft excavation support systems are stable. B. Clean surfaces of foreign materials. 3.02 CARRIER PIPE INSTALLATION A. Immediately prior to moving a carrier pipe section into the casing: 1. Verify that sections can be installed at their required location without interference or damage. 2. Remove foreign materials from the carrier pipe surfaces. B. Install casing spacers and position each carrier pipe section to the required line and grade. C. For fusion welded pipe only: 1. Fuse carrier pipe while installing pipe in casing. 2. Remove internal and external beads before installation. D. Push or pull the carrier pipe into the casing with a steady, non-jerking motion. The maximum installation force shall not exceed the manufacturer's written recommendation. E. Perform acceptance tests in accordance with Greenbook before backfilling. F. Ballast the carrier pipe to prevent flotation when placing cellular concrete. G. Perform acceptance tests in accordance with Greenbook after backfill grout has cured 24 hours and attained the minimum 24 hour design strength. 3.03 BACKFILL GROUTING A. Prior to grouting, build bulkheads or install casing end seals. B. Install a casing vent in crown on the high end of the casing. C. Install an injection pipe with shutoff valve on low end of casing. D. Backfill from low end of casing until backfill overflows 1. Overflow a minimum of 1.0 cubic yards of backfill 2. Overflow backfill grout density shall greater than injected density E. Close injection valve. END OF SECTION 13600 City of Carlsbad Installation of Carrier Pipe North Agua Hedionda Interceptor Sewer Replacement Project in Steel Casings CP3537 August 2008 13600-7 SECTION 13610 MICROTUNNELLING PART 1 - GENERAL 1.01 SCOPE OF WORK A. This Section specifies minimum design and performance requirements for the construction of a gravity sewer pipeline by microtunnelling methods. Requirements for installation of, and backfill around carrier pipe is specified elsewhere. B. Jacking and receiving shafts have been sited and sized as indicated with due consideration of pipeline alignment, utilities, structures, driveway access, traffic, and subsurface conditions; all without warranting that such siting and sizing has mitigated conflicts with existing facilities or optimize the selected means and methods for construction. 1.02 REFERENCE CODES AND STANDARDS A. Occupational Safety and Health Administration (OSHA) Regulations and Standards for Underground Construction - 29 CFR Part 1926. B. CalOSHA, California Code of Regulations - Title 8. C. "Greenbook", Standard Specifications for Public Works Construction, 2006 Edition. 1.03 DEFINITIONS A. General: 1. Annular Space: The distance measured radially between the outside radius of the jacking pipe and the excavated radius of the outermost gauge cutter. 2. Carrier Pipe: A pipe for conveyance of sewage. 3. Casing (Pipe): A jacking pipe, typically made of steel, used to support a tunnel and within which the product/carrier pipe is later constructed. The casing provides initial ground support and transfers the forward thrust of the jacks through the pipe string to the face. 4. Compression Ring/Packer: A ring fitted between the end bearing area of the bell and spigot to help distribute the jacking forces more uniformly over the entire bearing surface. The compression ring compensates for steering, misalignment, and pipe end irregularities during the jacking process. Compression rings are also referred to as packers. Compression rings are not used with steel casing pipe. 5. Contact Grouting: Grouting outside of the casing pipe to fill voids and assure that intimate contact for load transfer between the casing pipe and the native host material has been achieved. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-1 6. Controls: Part of the microtunnelling control system that synchronizes excavation, removal of excavated material, and jacking of pipe to balance forward movement with the removal of excavated materials so that ground settlement or heave is minimized or eliminated. 7. Cutterhead: Any rotating tool or system of tools that excavates materials. 8. Dewatering: Any system of wells and pumps used for the express purpose of lowering the groundwater or removing groundwater from an excavation or lowering the groundwater below a required elevation. 9. Earth Pressure Balance Machine: Type of microtunnelling or tunneling machine in which earth pressure is applied to the material at the face and controlled to provide the counter balancing earth pressure to minimize or eliminate heave and subsidence. The counter balancing force is maintained between the active and passive earth pressures. 10. Emergency Recovery Shaft/Pit: A vertical excavation required for the removal of an obstruction or for removal or repair of the trenchless construction equipment. The location of an emergency shaft is determined by construction necessity and typically will not have permanent civil structures constructed in the shaft. 11. Engineer: Person appointed by the Owner who is responsible to administer the Contract. 12. Face: The location where excavation is taking place and initial support has not yet been installed in whole or part. 13. Full Face Control: Complete and uninterrupted mechanical support of the excavated face. 14. Geologic Contact: An interface between two geological units with a different engineering property. 15. Guidance System: System that locates the actual position of the MTBM relative to the design location. 16. Inadvertent Return: The loss of drilling fluid, including slurry and lubrication, from the slurry or lubrication system. A common form of inadvertent return, where the fluid reaches the surface or waterway, is commonly called a "Frac-out." 17. Intermediate Jacking Station(s) (US): A fabricated steel cylinder fitted with hydraulic jacks, which is incorporated into a pipeline between two casing pipe segments. Its function is to provide additional thrust to overcome resistive skin friction of the MTBM and pipeline and to distribute the jacking forces over the pipe string on long drives. 18. Intermediate Shaft/Pit Location: A vertical excavation where a permanent civil structure will be placed before or after the tunnel is constructed. The locations are predetermined so the maximum distance between manholes is not exceeded. 19. Jacking Frame: A structural component, fitted with hydraulic cylinders that is used to push the MTBM and casing pipe into the ground. The jacking frame distributes the thrust load to the casing pipe and the reaction load to the shaft wall or thrust block. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-2 20. Jacking Pipe: A specialty pipe that is engineered and manufactured with a smooth outer wall and watertight joints. The pipe is specifically designed to be jacked through the ground and may also serve as a carrier or product pipe. 21. Jacking/Launch/Entrance Shaft/Pit: A vertical excavation from which trenchless technology equipment and pipe are launched and driven. 22. Jacking Shield: A fabricated steel cylinder from within which the excavation is carried out. 23. Laser: A device commonly incorporated into the guidance system used to maintain alignment and grade during tunnel construction. 24. Liner Plate: Uniform steel plates, as designed and manufactured specifically for initial ground support, joined to form a circular ground support system for the tunnel. Liner plates are typically joined with nuts and bolts. 25. Lubricant (Lubrication): A fluid, normally bentonite and/or polymers, used to reduce skin friction on the jacked casing or carrier pipe and to fill the annular space between the pipe and the native unexcavated material. 26. Maximum Allowable Jacking Force: The largest jacking load that the jacked pipe or casing can accept allowing for an appropriate factor of safety. 27. Maximum Anticipated Jacking Force: The largest theoretical jacking force required to advance the pipe and machine from one location to another. 28. Microtunnelling: A remote controlled and guided pipe-jacking process that provides continuous support to the face and tunnel. The Microtunnelling process provides the ability to provide full face control by applying mechanical and fluid pressure to counterbalance the earth and naturally occurring hydrostatic pressure. 29. MTBM: A remote controlled, steerable, laser guided tunnel boring machine consisting of an articulated boring machine shield and a rotating cutter head. Personnel entry into the MTBM is not required for the routine operation of the MTBM. 30. "N" Value: As defined in the report referenced herein as Project Conditions. 31. Obstruction: An object not expected to be encountered and that lies fully or partially in the direct path of the MTBM thereby blocking the MTBM's progress and; a. With a principal dimension less than or equal to 12.0 inches and an unconfmed compressive strength (UCS) greater than 30,000 psi, or b. With a principal dimension greater than 12.0 inches and an UCS greater than 3,000 psi. 32. Overcut: The radial distance between the excavated perimeter of the outermost gauge cutter and the outside radius of the MTBM shield. 33. Owner: The entity, public or private, which is contracting for the Work to be completed. The City of Carlsbad is the Owner. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-3 34. Pipe Jacking: Construction of a pipeline by hydraulically jacking consecutive sections of jacking pipe through the ground behind a shield or IBM. 35. Pipe String: The succession of joined individual pipes being used to advance the excavation equipment and support the tunnel. 36. Pit: A vertical excavation that is 20 feet deep or less. 37. Principal Dimension: The largest of an object's three mutually orthogonal measurements. 38. Product Pipe: See Carrier Pipe. 39. Receiving/Exit Shaft: A vertical excavation same as a jacking shaft except for receiving. 40. Shaft: A vertical excavation that is deeper than 20 feet. 41. Slurry: A fluid, normally water or a water/bentonite medium, which is used for the transportation of excavated materials and to balance the naturally occurring hydrostatic pressure during Microtunnelling. Slurry may or may not contain the materials being transported, 42. Slurry Chamber: Located behind the cutter head of a slurry Microtunnelling machine. Excavated material is mixed with slurry in the chamber for removal to the surface. 43. Slurry Line: A series of hoses or pipes that transports spoils and slurry from the face of a slurry Microtunnelling machine to the ground surface for separation of spoils from the slurry and returns slurry to the cutter face. 44. Slurry Pressure Balance Machine: A Microtunnelling system which uses a low pressure fluid to balance the ground water pressure at the face of the tunnel and to transport the excavated material to the surface. 45. Slurry Separation: A process where excavated material is separated from slurry so that the slurry may be reused. 46. Specials: The pipe sections immediately ahead of and behind an US that have specially manufactured ends that physically accommodates the US. 47. Spoil(s): Excavated material. 48. Sump Pump: A pump placed in a shallow well used to collect and remove water incidental to the construction process, shaft leakage, and to prevent the excavation equipment from flooding. 49. Surface Settlement Points: Survey control points established at the ground surface along the pipe alignment for monitoring surface movement due to subsurface excavation. 50. Thrust Block: An engineered structure located between the jacking frame and the shaft wall which distributes the jacking force developed by the hydraulic jacking frame over a large surface area. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-4 51. Thrust Ring: A fabricated ring that is mounted on the face of the jacking frame. It is intended to transfer the jacking load form the jacking frame to the thrust bearing area of ^w^ the pipe section being jacked. S^j^^"^ 52. Trenchless Technology Equipment: Equipment used to install the product pipe from the point of origin to the destination without the use of an open trench cut. 53. Unanticipated Returns: See inadvertent returns. 54. Water Jetting: Cleansing mechanism of the cutterhead where high-pressure water is sprayed from nozzles in the cutterhead to help remove cohesive soils. 1.04 RELATED SECTIONS A. Section 13600, INSTALLATION OF CARRIER PIPE IN CASING B. Section 13620, Shaft, Excavation and Support C. Section 01560, TEMPORARY ENVIRONMENTAL CONTROLS. D. Section 01700, RESTORATION 1.05 DESIGN REQUIREMENTS A. Line and grade: The casing pipe shall be installed within 0.2 feet in horizontal alignment and 0.1 feet in vertical elevation. The casing pipe shall not be located outside of the permanent easement. s~- B. Jacking System: 1. The installed jacking system capacity shall exceed the maximum anticipated jacking forces by at least 20%. 2. The Contractor shall determine the maximum anticipated construction loads, including maximum anticipated jacking force, and incorporate the anticipated loads in the jacking pipe design. 3. Intermediate Jacking Stations (US) shall be required: a. When the maximum anticipated jacking force exceeds 80% of the maximum allowable jacking force. b. When the main jacks do not exceed the maximum anticipated jacking force by at least 20%. C. Lubrication System: Lubrication shall be injected at the tail of the MTBM. D. Dewatering: Dewatering to lower the ground water shall not be permitted within 100 feet of the microtunnel alignment. Sump pumping at the bottom of the shaft is permitted for the removal of storm water, incidental, and construction water until after all microtunnel activities have been completed. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-5 E. Excavations: No excavations deeper than 4 feet shall be permitted within 100 feet of the microtunnel alignment until after the microtunnel work is completed. Potholing for utilities is permitted. 1.06 QUALITY ASSURANCE A. Subcontracted work does not qualify as experience. Requirements shall be at the time of bid and remain in force though completion of the project. 1. The Contractor performing the microtunnelling work shall: a. Possess a California Class "A" General Engineering Contractor's license. b. Have successfully completed two microtunneling projects with jacking pipe between 24 inches ED and 48 inches OD. c. Have successfully completed two microtunneling projects with the same type of casing pipe material as required for this project. d. Have successfully completed two microtunneling projects in similar ground conditions, soil type and hydrostatic head, as anticipated on this project. e. Have successfully completed a microtunnel drive length of at least 80% of the longest drive length required for this project. 2. Microtunneling Project Superintendent shall: a. A minimum of five years experience in the installation of pipelines using Microtunneling methods. b. A minimum of five projects, with each project consisting of at least 500 feet of pipe using Microtunneling methods. c. Have successfully completed two microtunneling projects with pipe installed between 24 inches ID and 48 inches OD. d. Successfully completed two microtunneling projects with the same type of pipe material as required for this project. e. Have successfully completed two microtunneling projects in similar ground conditions, soil type and hydrostatic head, as to those anticipated on this project. f. Have successfully completed a microtunnel drive length at least 80% of the longest drive length required for this project. g. Have successfully completed one microtunneling project that required the use of Intermediate Jacking Stations if one is used on this project. o City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-6 3. MTBM Operator shall: a. A minimum of five years experience in the installation of pipelines using Microtunneling methods. b. A minimum often projects, with each project consisting of at least 1,000 feet of pipe using Microtunneling methods. c. Have successfully completed two microtunneling projects with pipe between 24 inches ID and 48 inches OD. d. Have successfully completed two microtunneling projects with the same type of casing pipe material as required for this project. e. Have successfully completed two microtunneling projects in similar ground conditions, soil type and hydrostatic head, as to those anticipated on this project. f. Have successfully completed two microtunneling projects with a microtunnel drive length at least 80% of the longest drive length required for this project. g. Operated a MTBM similar to the one proposed for this project. h. Have successfully completed a microtunnel of an outside diameter at least 100% of the outside diameter required for this project. i. Have successfully completed one microtunneling project that required the use of Intermediate Jacking Stations if one is used on this project. 4. Microtunnelling Engineer shall be a professional engineer licensed by the State of California. Experience shall include microtunnelling design calculations on five Microtunnelling projects within the last five years. 5. Surveyor shall be a professional surveyor licensed by the State of California; with experience in underground surveying. Experience shall include the transfer of points and line from the surface to below ground surface on five tunnel projects within the last five years. B. Acceptance Criteria: 1. Experience records shall list the five most recent microtunnelling projects, including all Microtunnelling projects completed for the project owner, and all projects demonstrating the required experience. The experience record shall include name of project, the agency that contracted for the project, names of contact including all contact information, jacking pipe material, jacking pipe outside diameter, soil conditions, longest drive planned and completed, and total footage planned and completed. 2. Operating plans for launch commencing with any modification to the designed shoring and ending with first pipe jacked into the ground: a. Stabilize ground so that no more than 1.0 cubic yards of ground enter the shaft and no visible ground movement on the surface directly above the tunnel. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-7 b. Prevent water from entering the shaft at a rate greater than 5 gallons per minute. c. Prevent MTBM from deviating from acceptable line and grade. 3. Operating plans for retrieval commencing with any modification to the designed shoring and ending with first pipe jacked ending with the first pipe penetrating into the receiving shaft: a. Stabilize ground so that no more than 1.0 cubic yards of ground enter the shaft and no visible ground movement on the surface directly above the tunnel. b. Prevent water from entering the shaft at a rate greater than 5 gallons per minute. 4. Jacking Pipe Information: a. Jacking pipe capacity calculations stamped and signed by a licensed California professional engineer (PE). b. Drawing showing dimensions used in jacking pipe capacity calculations and specifically identifying the Factor of Safety. c. Jacking force calculations shall specifically identify source of equation, source of friction factor, friction factor, and the Factor of Safety. Equation and factors shall be from a widely accepted industry source. d. Contractor shall determine the maximum anticipated construction loads, including jacking forces, and ensure that the anticipated loads are implemented in the manufacturer's design of the jacking pipe, subject to the Engineer's review. e. Any jacking pipe that has a special manufacturing property e.g. pipe stiffness or jacking capacity, shall have a different colored stripe red, blue, green marking for each non-standard property on the inside and outside such that the pipe can be readily identified on the surface or when placed in the ground. Standard shall be the most prevalent pipe ordered as measured by pipe ID. 5. Lubrication log shall include date, shift, number of batches mixed, and operator. Lubrication log shall include by pipe number, the volume, injection pressure, and operator. 6. Pipe Lay Schedule shall include: a. Each pipe on every drive is to be marked with consecutive numbers inside and outside as it is placed for jacking beginning with 1. b. The Special A shall be marked with the sequential pipe number followed by the letter "A" and the Special "B" shall be marked with the sequential pipe number followed by the letter "B" (e.g. if the US is to be located between pipes 18 and 19, the Special "A" shall be numbered 18-A and the Special "B" 19-B.). c. Markings shall be acceptable to Engineer. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-8 7. Contingency plans including: a. Slurry and lubrication sampling measurements and frequency for pH, sand content, and viscosity limits, gel strength, and density for each soil type. b. Equipment recovery method including tunneling, shaft sinking, groundwater control, and water-tight tunnel initial support methods. c. Laser operational parameters observed, measured, and recorded to determine if the laser has moved or if heat distortion is affecting the guidance. d. Jacking operational parameters observed, measured, and recorded to determine if jacking forces are increasing rapidly and reasonable concern exists for completing the drive. e. Slurry and lubrication operational parameters observed, measured, and recorded to determine if an inadvertent return may be occurring. Plan shall include a minimum of a four hour shutdown in the case of an inadvertent return occurring. f. Inadvertent return action plan including cleanup methods, emergency telephone numbers, sources of equipment and materials needed for containment and clean- up, and corrective actions including reducing operating pressures. 8. Jacking reports shall include, at a minimum, the following information for each shift: a. Date. b. Project name. c. Time of measurement. d. Observations for settlement and heave. e. Resetting or adjusting the laser and the affect to lane and grade. f. Printed name of operator and signature. g. Number of each pipe installed and length of pipe, h. Start and end time for each pipe joint. i. Position of US in the installed pipeline. j. Start and finish times for each crew each day. 9. Jacking reports shall include, at a minimum, the following information for three recording points of measurements for each pipe segment up to and including 10 feet long. The first recording point shall be within one foot of the start, second recording point shall be near the midpoint, and third recording point shall be within one foot of the end. For pipe segments longer than 10 feet add one recording point at the midpoint between the first and second recording points and add one recording point at the midpoint between the second and third recording points for a total of five recording points. For each of the recording points record the following measurements and provide unit of measure: a. Position of the MTBM in relation to design line and grade. b. Maximum jacking force exerted by the main jacks. c. Maximum jacking force exerted by each US. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-9 d. Position of steering jacks. e. Inclination and roll of the cutter head. f. Torque on cutter head. g. Face pressure of slurry. h. Velocity and volume of slurry per time unit. i. Earth pressure. j. Jacking distance and speed. k. Water jetting operating parameters including maximum pressure, volume, and operating duration. 1. If an automated data recording system is available on the microtunneling system supplied, it shall be operated for the duration of the project. 10. US shall be designed and capable of withstanding the jacking forces and ground conditions with a minimum factor of safety of 2.0. 1.07 SUBMITTALS A. Submit Contractor's Qualifications and Experience records: 1. Microtunnelling contractor. 2. Microtunnelling Project Superintendent. 3. MTBM Operator. 4. Microtunnelling Engineer. 5. Surveyor. B. Demonstrate that the proposed construction means and methods meet specified requirements: 1. A general description and schedule of the Microtunneling procedure, including shaft construction, equipment set-up , MTBM excavation, method of spoil removal, spoil disposal, disposal location, methods of protection and maintenance of project site, and groundwater control methods. 2. Preprinted machine specifications or a letter from the microtunneling machine manufacturer, in English, demonstrating that the selected machine(s) is capable of progressing through the anticipated soil conditions, including, but not limited to: soil type, soil strength as measured by "N" values, and hydrostatic head. C. Working Drawings/Work Plan: 1. Layout of jacking, and receiving shafts; including jacking equipment within the shaft and above ground equipment at each shaft location. Provide a separate drawing superimposing permanent civil works within the shaft. 3 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-10 2. Shop drawings of tunnel machine, including configuration of cutter head and overcut tolerances. Cutterhead drawing shall confirm that the machine is capable of ingesting a small hard object as defined in Obstruction. 3. Shaft ventilation system details including fan size and operating parameters. 4. Pipe lubrication system details including capacity and operating parameters. 5. Electrical system, lighting system, and onsite power generation. 6. Grade and alignment control system operating parameter and monitoring requirements. D. Groundwater Control Provisions of Tunneling Machine. 1. Details of slurry system and soil separation methods, including proposed slurry formulations by soil type, and calculations of the system capacity to handle flows at all proposed distances. Submit materials to be used for slurry, including materials if saline water is encountered. 2. Demonstrate that the slurry system shall have sufficient pressure and volume for slurry to perform as intended and prevent inadvertent returns. Include pressure gauge and volumetric gauge locations. 3. Operating parameters that shall be controlled with the intent of preventing inadvertent returns. 4. Operating parameters of slurry in order to determine if the slurry is performing as intended. E. Jacking system details, intermediate jacking stations and their proposed spacing (state "not used" if appropriate), method of operation, thrust capacity, and sleeve details, plus method of control to prevent the maximum allowable jacking force from being exceeded. F. Lubrication System: Description of lubrication mix equipment and procedure for lubricating the pipe during jacking operations, including estimated volume for the anticipated soils. Submit materials to be used for lubrication, including materials if saline water is encountered. 1. Demonstrate that the lubrication delivery system shall have sufficient pressure and volume for lubrication to perform as intended and prevent inadvertent returns. 2. Include pressure gauge and volumetric gauge locations. 3. Sample lubrication log sheet. G. Description of contact grout mix equipment and procedure for grouting the annular space after jacking operations, including estimated volume for the anticipated soils. 1. Submit grout mix. 2. Calculations for maximum grout pressures in accordance with this section. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-11 H. Casing Pipe: 1. Theoretical jacking force calculations. """"N 2. Maximum allowable jacking force calculations. ^ 3. Joint detail drawing. 4. Lubrication port location. I. Submit US design, calculations, and details including number of stations, location, jacking capacity, and jacking force. J. Pipe Lay Schedule for each drive. K. Operating Procedures: 1 . Complete launch procedure. 2. Complete retrieval procedure. L. Contingency plans for the following potential situations that may occur during tunneling operations: 1 . Spoils do not settle/separate with the equipment on site. 2 . Unable to advance the MTBM. 3. The laser and/or target are distorted by heat and/or humidity or have been knocked out of alignment. 4. The jacking pressures start to increase rapidly and reasonable concern exists for /*% completing jacking operations. 5. An inadvertent return occurs with fluids reaching the surface, body of water, or utility. M. Submit Injury and Illness Prevention Program (IIPP) for information only to demonstrate compliance with the law. N. Survey plans including, but not limited to, the following: 1 . Settlement Surveying and Monitoring Plan. 2. Building and Structures Assessment Plan. 3. Instrument locations. 4. Initial Survey. 5. Final Survey. 6. Verification of line and grade for MTBM operations. 7. As-built survey for the carrier pipe. O. Jacking Operations Log. 1 . Provide a sample of manual logging reports and daily reports. 2. Provide a sample of automated record with information available for recording, variations in sampling frequency, and available formats for Owner to select automated recording fields. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-12 1.08 PROJECT CONDITIONS See Supplemental Geotechnical Investigation, Microtunnelling Access Shaft, North Agua Hedionda Interceptor, Carlsbad, California by TerraCosta Consulting Group. 1.09 SAFETY A. The Owner has obtained from CalOSHA an underground classification. Perform Work in conformance with the Underground Classification provided by the Division of Occupational Safety and Health, Mining and Tunneling Unit, (Division), see appendix "G". A copy of the Underground Classification shall be posted at the jobsite. The Contractor or Subcontractor shall notify Division to schedule a mandated Pre-Job Safety Conference with the Division prior to commencing any activity associated with the project. B. Whenever an individual enters any bore or shaft with a diameter under 30" the Mining and Tunneling Unit then has immediate jurisdiction over that job. Contractor shall notify Division prior to entry of such spaces. 1.10 SURVEYS A. Contractor shall employ a surveyor to conduct all contractor needed surveys. The Owner will provide location coordinates shown on the plans. Provide not less than five (5) days notice of requirements for coordinates. Attend a survey coordination meeting and adhere to the schedule established at that meeting. PART 2 - PRODUCTS 2.01 MATERIALS A. Casing pipe shall be a direct-jacked, non-pressure welded steel pipe, or "Permalok" joints specifically designed for pipe jacking. Steel casing pipe shall be at a minimum ASTM A 139 Grade B without hydrostatic testing and API 2B for dimensional tolerances. B. Lubrication and slurry shall consist of API grade bentonite, polymers, additives, and water. 1 . Water shall be obtained by the Contractor from a potable water source. 2. All water shall be tested for pH and treated with soda ash, or approved equal, to adjust the pH of the water as required in the accepted mix design(s). 3. Bentonite, polymers, and additives, other than soda ash, shall be NSF/ANSI Standard 60 Certified or equal. 2.02 EQUIPMENT A. MTBM and Components. 1. General: The microtunnelling system selected shall be specifically designed for excavating, transporting, and separating the soil conditions stated in the Project Conditions. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-13 2. MTBM: Only slurry MTBMs that meet the requirements of this specification and as manufactured by Iseki Polytech of Japan, Akkerman of US, Soltau-Wirth of Germany, Herrenknecht of Germany or "as-equal" as determined by the Owner shall be permitted. MTBM shall be capable of handling various anticipated ground conditions including: a. Maintain the tunnel face under wet, dry, and adverse soil conditions b. Prevent loss of ground through the machine during shutdowns. c. Provide earth pressure balancing support of the excavated face at all time. d. Articulate to allow steering. e. Steerable. f. Guided to a predetermined reference point. g. Incorporate a water tight seal between the MTBM and the leading pipe. h. Provide protection to the electric and hydraulic motors and operating controls against water damage. i. Use bi-directional drive on the cutter head wheel, and/or adjustable fins or other means, to control roll. j. Control the volume of excavated material removed at the tunnel face and the MTBM advance rate to avoid over-excavation. B. Slurry System: MTBM shall include an automated spoil transportation slurry system that balances the ground water pressures by the use of a slurry pressure balance system. System shall be capable of adjustment required to maintain face stability for the particular soil condition encountered on the Work and shall monitor and continuously balance the ground water pressure to prevent loss of slurry or uncontrolled ground water inflow. Slurry system shall: 1. Manage the pressure at the excavation face by use of the slurry pumps (which may operate at variable speeds), pressure control valves, and a flow meter. 2. Include a slurry bypass unit in the system to allow the direction of flow to be changed and isolated, as necessary. C. Slurry Separation Equipment: 1. Adequately separate the spoil from slurry so that slurry within the operating parameters can be returned to the cutting face for reuse. Use a mechanical separation plant, including scalping screens, shaker screens, de-sanding and de-silting cones, and centrifuge as deemed necessary by the operating parameters. 2. Use the type of separation process suited to the size of the tunnel being constructed, the soil type being excavated, and the workspace available at each jacking shaft. 3. Monitor the composition of the slurry to maintain the slurry weight, gel strength, and viscosity limits defined by the operating parameters. 4. Contain separated spoils for removal from the site. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August2008 13610-14 D. Pipe Jacking Equipment: 1. Jacking capacity to push the MTBM and the pipe string between the shaft locations identified on the Shop Drawings. 2. Hydraulic cylinder extension rates synchronized with the excavation rate of the MTBM. 3. Uniform distribution of jacking forces on the end of the pipe. E. Remote Control System: 1. Allows for routine operation of the system without the need for personnel to enter the tunnel. 2. Display available to the operator, showing the position of the shield in relation to a design reference together with other information such as roll, pitch, complete guidance system, valve positions, thrust force, cutter head torque, rate of advance and installed length. 3. Integrates the system of excavation and removal of spoil and its simultaneous replacement by pipe. As each pipe section is jacked forward, the control system synchronizes all of the operational functions of the system. F. Active Direction Control: Shall include the following features: 1. Controls line and grade by a guidance system. 2. Equipped with a high intensity laser (maximum legal limit). 3. Capable of maintaining line and grade to the tolerances specified in this section. 4. Provides active steering information that is monitored and transmitted to the operator. As a minimum, this information shall include location of the laser beam on the target and location of the cutter head. 5. Provides positional and operational information to the operator. 6. Provides a reference laser, or other submitted device that indicates visually in the jacking shaft that the directional control laser has not been accidentally moved. G. Lubrication System: Shall include pressure gauge accurate to 1 psi, volumetric gauge accurate to 1 cubic foot, and shut-off valve on the pump or at the point of injection. H. Annular Space Contact Grouting System: Shall include pressure gauge accurate to 1 psi, volumetric gauge accurate to 1 cubic foot, and shut-off valve on the pump or at the point of injection. PART 3- EXECUTION 3.01 JACKING AND RECEIVING SHAFTS A. The MTBM shall not be launched on any drive until the receiving shaft is constructed. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August2008 13610-15 3.02 WORK AREA PREPARATION AND MAINTENANCE A. The Contractor shall be responsible for the following conditions: 1. Organization of microtunnelling surface equipment for each drive in such a manner as to enable proper operation at all times and to minimize impacts to property owners, including performing all temporary grading as may be required to stage. 2. Any equipment operating with fuel, hydraulic, or lubrication oils shall be provided with suitable containment basins made of plastic lining and sand bags to ensure no loss of fluid to drains or water courses or to contaminate the ground. 3. All equipment shall be maintained and kept in working order. All oil, hydraulic, or fuel leaks shall be repaired upon discovery. Any leaking equipment shall not be used until repaired. Any fluid shall be contained and cleaned up upon discovery. 4. All lubricant and slurry spills shall be contained upon discovery, cleaned up, and disposed of properly. 3.03 TUNNELING REQUIREMENTS BY REACH A. All stationing is approximate to the plans. 1. Station 1+35. This drive passes under two utilities, an 18" CMP storm drain and a 12" VCP sewer, at station 1+78 and 1+94 respectively. The Contractor shall pothole both utilities and confirm their physical location including depth. If the separation of the utility from the tunnel is less than 6.0 feet then a 4-inch PVC pipe shall be installed between the jacking shaft and the utility, approximately five feet in front of the utility and in the tunnel alignment. The PVC pipe shall extend at least one foot below the invert of the utility. The space outside the PVC pipe shall be backfilled with a minimum 200 psi grout. The PVC pipe shall be maintained until the MTBM has passed 20 feet beyond the utility. If the MTBM encounters the PVC pipe, the tunneling operation shall be stopped until the utility conflict is resolved. 2. Station 3+00. The drive will change from alluvium to Santiago Formation (TSA) 3. Station 11+40 (Shaft). 4. Station 13+00 to 18+00. The drive will change from Santiago Formation to alluvium and back to Santiago Formation. 5. Station 16+50. Tunnel is adjacent to developed private property. 6. Station 19+15. "Private Coop Access" to the property applies to all non-members. The Contractor shall not enter the property or park on the street without written permission from the property owner. 3.04 INSTALLATION A. Alignment Establishment: City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August2008 13610-16 1. Surveyor shall check baseline and benchmarks at the beginning of the Work and report any errors or discrepancies to the Engineer. 2. Use the baseline and benchmarks shown on the Plans to furnish and maintain reference control lines and grades for the sewer pipe construction. 3. Establish control points sufficiently far from the tunnel operation not to be affected by ground movement. 4. Check the primary control for the microtunneling system against an undisturbed above ground reference at least once each week or not greater than every 250 feet of pipeline constructed. B. Quality Control: 1. Record the exact position of the MTBM at 50-foot intervals or a minimum of once per shift to ensure the alignment is within the specified tolerances. 2. Implement contingency plans and notify Owner in writing immediately upon implementation of any contingency plan. 3. When the excavation is off line or grade, return to the design line and/or grade over the remaining portion of the drive and at a rate of not more than 1-inch per 25 feet. Notify the Owner in writing when the MTBM is off line or grade by 50 percent of the maximum allowed. Notify the Owner in writing when the MTBM 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. Stop tunneling and notify the Owner in writing when the MTBM is off line or grade by 100 percent of the maximum allowed. Include written description of the operational changes being made before the resumption of tunneling. 4. If allowable tolerances are exceeded, Contractor shall pay all costs for correction, redesign, reconstruction, and re-inspection. If redesign is required, the Contractor shall obtain the services of a Professional Engineer registered in the State of California for the redesign. The installed pipe shall be capable of meeting the design flow shown on the Plans. 5. Perform a verification survey with a transit or total station of the installed pipe from shaft to shaft after removal of the MTBM. Document measured conformance to design line and grade of the pipe together with locations and deviation (distance and direction) of any out-of-tolerance locations. Comply with the requirements of this section, paragraph 3.04.A. C. Tunneling and Jacking of Pipe: The Contractor shall have read all reports listed in, PROJECT CONDITIONS, of this specification before commencing tunneling. A copy the Contract Drawings, each report listed under PROJECT CONDITIONS of this specification, and this specification shall be maintained in the MTBM control container. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August2008 13610-17 1. Conduct tunneling operations in accordance with applicable safety rules and regulations and use methods that include due regard for safety of workers, and protection for adjacent structures, utilities, and the public. 2. Keep tunnel excavation within the right-of-way indicated on the Contract Drawings, within the lines and grades designated on the Contract Drawings, and within the tolerances contained herein. 3. Locate equipment powered by combustible fuels at suitable distances from shafts and protect equipment to prevent the possibility of explosion and fire in shafts or the pipe. 4. Make the excavation of a minimum sufficient size to permit pipe installation by jacking with allowance for injection of the lubricant. 5. The contractor shall maintain an envelope of lubricant around the exterior of the pipe during jacking to reduce the exterior friction and possibility of the pipe seizing in place. 6. Contractor shall not employ water jetting without prior written approval of the Engineer. Water jetting shall only be authorized in cohesive soils. 7. In the event a section of pipe is damaged during the jacking operation or joint failure occurs, as evidenced by visible ground water inflow or other observations, use one of the following procedures to correct the damage, as directed by the Engineer: a. Slightly damaged pipe that passes leakage test and maintains pipe barrel and joint structural integrity, may, if access is possible, be repaired in place with a method approved by the pipe supplier and if the proposed technique is accepted by the Engineer. b. Severely damaged pipe, or pipe where joint failure is evident, shall be removed from the excavation by surface excavation or by jacking it through the excavation and removing it at the receiving shaft. Any removed pipe, following inspection and is found to be without defect, may be jacked a second time by being placed into the same pipe string at the jacking shaft. 8. The Contractor shall abide by the following Response Values for ground settlement or heave: Contractor Threshold Response Shutdown Instrument Value Value Value Surface Monitoring Point 50% 80% 100% a. When a given response value is reached, the Contractor shall provide written notice within one hour and respond in accordance with the following: b. Threshold Value. The Contractor shall meet with the Engineer to discuss his means and method to determine what changes, if any, shall be made to better control ground movement. Instrument readings shall be required on a daily basis until five consecutive work-days of readings below the Threshold Value. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August2008 13610-18 c. Contractor Response Value. The Contractor shall meet with the Engineer and revise the work plan with the intent of not reaching the Shutdown Value. Instrument readings shall be required on a daily basis until five consecutive work-days of readings below the Threshold Value. d. Shutdown Value. Contractor shall stop all Work immediately. The Contractor shall meet with the Engineer to develop revised operating parameters. 9. Perform contact grouting as required to fill the annular space and/or to control settlement. D. Emergency Rescue Shafts: If an Emergency Rescue Shaft is requested, the Contractor shall obtain written approval from the Engineer. The Emergency Rescue Shaft shall not be located in areas prohibited by the Contract Documents. The Contractor's request shall include all necessary permits and approvals. Additional ground monitoring instrumentation will be required. E. Obstructions during Microtunneling: 1. Remove, clear, or otherwise make it possible for the microtunneling equipment and pipe to progress past or through an object in accordance with the Contractor's submitted contingency plan. 2. No additional compensation for removing, clearing, or otherwise making it possible for the microtunneling equipment to progress past an object that is not an obstruction shall be paid. 3. Payment for obstruction removal shaft, including the removal of the obstruction, shall be paid if the object is found to be an obstruction, and subject to the following requirements: a. Notify the Engineer immediately upon encountering an object that stops forward progress. b. Upon written authorization by the Engineer, proceed with removal of the object by means of obstruction removal procedure. c. No excavation shall be allowed within 5 feet of the MTBM without the Engineer's knowledge. 4. The proposal of alternative methods for removing, clearing or otherwise making it possible for the microtunneling equipment to progress past an object that does not allow for the direct observation and measurement of the object shall not be considered for additional payment. F. Instrumentation and Monitoring: 1. The Contractor shall prepare the Building and Structures Assessment Plan prior to commencing construction. 2. Install and maintain a system of instrumentation to monitor the underground excavation operation and to detect movement in the soil, adjacent structures and utilities. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-19 3. In the event of ground movement the Engineer may order that the work be stopped and secured. Before proceeding, the Contractor shall correct any damage resulting from such movement. If ground settlement or heave occurs which might affect the accuracy of temporary or permanent benchmarks, it is the Contractor's responsibility to monitor and immediately report such movement to the Engineer. G. Survey: 4. Initial Survey: Record the horizontal coordinates and elevations (with accuracy of 0.01 feet) for each survey point location. 5. The Contractor shall submit readings from the various instruments and survey points to the Engineer on the same day the readings are taken. 3.05 CONTACT GROUTING A. If the annular space is in excess of 19 millimeters (0.75 inches), fill the annular space with contact grout upon completion of the drive. B. Grout lines shall be flushed upon the completion of grouting or the end of shift, whichever occurs first. Flushed grout shall not be injected into the annular space. All grout residue shall be cleaned up from inside the tunnel at the end of each shift. C. Grout valves shall not be removed and plugs welded until the grout has set for at least 24 hours. D. Contact grouting shall be performed on all casings with an outside diameter larger than 39 inches. 3.06 NOISE MONITORING AND ABATEMENT A. The Contractor shall be responsible for monitoring noise levels during construction and providing reports to the Engineer daily. Continuous noise levels in excess of allowable will be cause for shut down Contractor's operations until the problem is corrected. The Contractor shall following the guidelines as specified in General Provisions Section 7-8, Project Site Maintenance. 3.07 DISPOSAL OF MUCK AND EXCESS MATERIAL A. The Contractor shall follow the guidelines as specified in General Provisions Section 7-8, Project Site Maintenance 3.08 SITE CLEANUP A. The Contractor shall follow the guidelines as specified in General Provisions Section 7-9, Protection and Restoration of Existing Improvements. END OF SECTION 13610 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Microtunnelling CP3537 August 2008 13610-20 SECTION 13620 SHAFT EXCAVATION PART 1 - GENERAL 1.01 SCOPE OF WORK A. This section specifies requirements for designing, constructing, and maintaining construction shafts for tunneling or the construction of permanent facilities; and removing shaft excavation support systems upon completion of the work. Requirements for tunnel construction and site restoration are specified elsewhere. 1.02 RELATED SECTIONS A. Section 01560 Temporary Environmental Controls B. Section 01700 Restoration C. Section 02140 Dewatering D. Section 13600 Installation of Carrier Pipe in Casing E. Section 13610 Microtunnelling 1.03 REFERENCE CODES AND STANDARDS A. ASTM A 36: Specification for Structural Steel B. ANSI/AWSD 1.1: Structural Welding Code C. "Greenbook", Standard Specifications for Public Works Construction, 2006 Edition. D. ACI 506.2: Specifications for Materials, Proportioning, and Application of Shotcrete. E. AISC: Manual of Steel Construction. F. CalOSHA: State of California Administrative Code, Title 8, Industrial Relations, Chapter 4. G. OSHA Regulations: 29 CFR Part 1926 Subpart P - Excavations. H. California Labor Code, Section 6705, Shoring and Bracing Drawings. I. Geotechnical Report: See Appendix of these Specifications for Supplemental Geotechnical Investigation, Microtunnelling Access Shaft, North Agua Hedionda Interceptor, Carlsbad, California by TerraCosta Consulting Group City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620-1 1.04 DESIGN CRITERIA A. Utilize the following design and performance criteria in addition to that specified in Part 3 of this specification: 1. Utilize in-the-wet construction methods that do not rely on the use of sump pumping or dewatering to lower the groundwater level. 2. Utilize excavation support systems that do not permit the entry of groundwater into the shaft. Acceptable excavation support systems include: a. Interlocking sheet piles b. Auger excavated shaft with corrugated metal pipe (CMP) c. Caisson d. Secant pipe e. Slurry wall 3. Utilize a minimum factor of safety of 2.0 for excavation support and a minimum factor of safety of 1.3 for bottom heave. Design excavation support systems for all loading conditions, including construction loads such as jacking loads from tunneling operations. 4. Utilize excavation support systems compatible with the geologic conditions identified in the Geotechnical Report. 5. Size shafts to conform to right-of-way width limitations. Locate shafts as specified in Part 3 of this specification. 6. Locate excavation support systems within three inches of that shown on approved working drawings. 7. Size shafts to accommodate selected means and methods for performing the work and construction of permanent structures. 8. Protect in place or relocate surface and subsurface structures and facilities within 50 feet and 25 feet respectively of the excavation perimeter. 9. Upon completion of tunnel construction, completely remove support systems as specified herein. 1.05 SUBMITTALS A. Name and qualifications of individual responsible for excavation support system design. B. Working drawings and design calculations for excavation support systems signed and stamped by the designer. Integrate break-in plans and jacking loads in jacking shaft design and break-out plans in receiving shaft design. Provide construction tolerances, maximum allowable deflections, minimum concrete strength, and dimensional details. C. Dimensioned site plan at each shaft indicating the location, excavation dimensions, site grading, and site development details for the excavation and work areas, and the proposed limits of disturbance. Include details of types, amounts, and positioning of materials and equipment required at each location. D. Dimensional site plan at each shaft location indicating plants that are to be protected in place. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620-2 E. Where permanent structures are specified or indicated, provide dimensioned and scaled working drawings showing excavation support systems relative to the permanent facilities. Include foundation details for the permanent structure. F. Results of initial survey and details for protecting and/or relocating structures and facilities. G. Details of shaft arrangement including access, working slab, subdrains, and sumps. H. Details of materials handling, stockpiling, and disposal sites for excavated materials. I. Excavation Support System monitoring plan. J. Excavation support system removal plans and sequencing. Include site restoration details for structures or features that were protected or relocated during construction, restoration of unauthorized excavations, and other work. K. Plans for environmental controls including Storm Water Pollution Prevention Plan (SWPPP). L. Copies of all documentation, releases, and permits required herein and necessary to complete the Work. Documentation, releases, and permits including imported materials, material disposal, utility disturbances, and affected properties. 1.06 QUALITY ASSURANCE A. Permits and Regulations: 1. Obtain applicable permits as required by local, state, and federal agencies. B. Qualifications: Excavation support systems shall be designed by a Civil or Structural Engineer registered in the State of California who has a minimum of five years experience in the design of earth retaining structures. C. Initial Survey: Prior to beginning demolition, excavation or shaft construction, the Contractor shall perform a survey that identifies and locates existing surface and subsurface improvements. 1.07 SAFETY A. The Contractor shall provide adequate ventilation in the shaft. Air quality shall be tested in the shaft immediately prior to each shift change and prior to personnel entry, and periodically or continuously thereafter as required. B. The Contractor shall provide adequate lighting in the shaft and around equipment being utilized and shall thoroughly insulate any separate power and lighting circuits. C. Provide temporary safety railing, concrete K-Rail barriers, and fencing around shaft excavations. PART 2 - PRODUCTS 2.01 MATERIALS A. General: Structural steel elements used for excavation support, whether new or used shall be sound and free from defects. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620-3 B. Structural Steel: Structural steel shall conform to ASTM A36 or higher strength. C. Corrugated Metal Pipe (CMP) shall be zinc coated (galvanized). The size and metal thickness shall be as shown on the approved submittal. D. Cement: Conforming to ASTM C150, Type II Portland cement. PART 3 - EXECUTION 3.01 SHAFT LOCATION The shaft location and function shall be as shown on the drawings, unless otherwise approved by the Engineer. A. Proposed shafts at locations other than where shown on the drawings shall comply with the following conditions: 1. Alternate or additional shaft locations shall be defined as alternate jacking or receiving shaft locations proposed by the Contractor. Intermediate shafts, recovery shafts, permitting, contingency plan, and obstruction removal shafts shall be submitted for review and approval by the Engineer prior to being constructed. 2. All alternate shaft locations shall be submitted to the Engineer for review and approval prior to being constructed. B. Shaft Size: Contain shaft excavations within the public right-of-way and limit width by the allowable work area shown by the Contract Drawings. Conform to this size or less unless otherwise approved by the Engineer. C. The Contractor shall obtain all approvals, permits and bear the cost of design and construction for revised shafts and alternate shaft locations. 3.02 UNAUTHORIZED EXCAVATION A. All excavations outside the lines and grades shown, together with the removal and disposal of the associated material. B. Fill and compact to at least 95% relative compaction with backfill, or approved slurry, all unauthorized excavations. 3.03 UTILITY CONFLICTS / RELOCATION The Contractor shall be responsible for protecting or relocating identified and unidentified improvements as required to construct shafts. 3.04 SHAFT CONSTRUCTION: GENERAL A. Shaft construction methods shall ensure the safety of the work, personnel, the public, and adjacent property and improvements. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620 - 4 B. Before beginning construction at any location of this project, adequately protect existing structures, utilities, plants, and facilities. The repair of, or compensation for, damage to existing facilities, shall be at no additional cost to Owner. C. All welding shall conform to the applicable provisions of ANSI/AWS Dl .1. D. Implement support system monitoring provisions in accordance with Contractor's design. E. Install excavation support systems in accordance with approved Working Drawings. 1. If settlement or deflections of supports or shaft bottom indicate the support system requires modification to prevent excessive movements, the Contractor's engineer shall redesign and resubmit revised shop drawings and calculations. 2. Stockpiling of excavated material within the public right-of-way shall not be permitted. F. Shafts shall be constructed with the excavation support systems extending not more than 4 feet above the ground surface. G. Emergency Shaft shall be designed as specified herein. Shaft shall be constructed in front of MTBM requiring the MTBM to be pushed into the shaft. H. Steel plating shall be placed over the top of unoccupied shafts. 3.05 SHAFT CONSTRUCTION: SPECIFIC TO LOCATION A. Jacking Shaft near Station 1+37 shall be constructed so as to not block existing firelane access. Pre-drilling of the entire shaft perimeter is required before installing interlocking sheet piles, when used. B. Receiving Shaft near Station 11+42 shall be constructed of corrugated metal pipe (CMP) in drilled shaft. C. Jacking Shaft near Station 19+20 shall be constructed away from the existing private access road. Pre-drilling of the entire shaft perimeter is required before installing interlocking sheet piles. D. The Contractor may propose utilizing a jacking station at 11+42 and receiving shafts at station 1+37 and 19+20. All costs associated utilizing either alternative of jacking and receiving pit stationing, including any necessary resizing of facilities, shall be born by the Contractor as defined in the original construction bid price. 3.06 SHAFT CONSTRUCTION: INTERNAL BRACING SUPPORT SYSTEM A. The internal bracing support system shall include whalers, struts, and/or shores as required by the design. B. Install and maintain all bracing support members in tight contact with each other and with the surface being supported. C. Preload bracing members by jacking struts to 50 percent of the design load if necessary to control shoring movement. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620 - 5 D. Preload bracing members in accordance with methods, procedures, and sequence as described on the Working Drawings E. Use procedures that produce uniform loading of bracing members without eccentricities or over- stressing and distortion of members of system. 3.07 SHAFT CONSTRUCTION: METHODS A. Corrugated Metal Pipe (CMP) in Drilled Shaft: 1. CMP or steel pipe shall be placed in vertical drilled hole. The drilled hole shall be within design tolerances of vertical alignment, diameter, and designed depth. Drilled hole shall be of sufficient size to allow placing of CMP without damaging the CMP. 2. CMP shall be true and round within design tolerances and of sufficient length to line entire hole. CMP shall be within design tolerances of plumb. 3. Annular space shall be filled with grout of sufficient strength and flowability to provide 100% contact to ground and CMP. Grout shall be within design tolerances for strength. 4. Temporary ground support shall be provided as designed. 5. The shaft bottom shall be an integral part of the entire shaft design. Shaft shall not be drained until annular grout and bottom plug have reached required strength. B. Interlocking Sheet Piles: 1. Interlocking sheet pile shafts are to have interlocking grooves that are demonstrated to sufficiently seal the shaft to inflowing ground conditions. 2. The shaft bottom shall be an integral part of the entire shaft design. Shaft shall not be drained until grout and bottom plug have reached required strength. 3. All steel subsurface ground support materials shall be removed except for those lying directly below the installed jacked pipe. 3.08 GROUNDWATER CONTROL Open pumping from sumps shall not result in boils, softening of the ground, or loss of fines. Sumps shall be installed as necessary, using suitable filters or screens so that fines are not removed from the formation. 3.09 QUALITY CONTROL, TESTS, AND INSPECTIONS Provide quality control, testing, and inspection as required in the approved shaft design submittals. 3.10 REMOVAL OF SUPPORT SYSTEM A. Upon completion of required tunnel construction, completely remove support systems as specified herein. Restore work area and repair construction related damage. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620-6 B. All shoring and temporary construction elements, including soldier piles, sheet piles, walers, struts, lagging, concrete work slab, and shores shall be removed from the excavation prior to restoration to the extent practical, but in no case shall any shoring or excavation support elements be left in place within five feet of the ground surface. C. The support system removed from the excavation shall remain the property of the Contractor and shall be removed from the site. 3.11 DISPOSAL OF EXCESS MATERIAL Contractor shall follow guidelines as specified in Section 01560 Temporary Environmental Controls and 02200 Earthwork. 3.12 SITE RESTORATION Backfill and compact all shaft excavations in accordance with the requirements of Section 01700, Restoration. END OF SECTION 13620 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Shaft Excavation CP3537 August 2008 13620-7 SECTION 15045 TESTING OF GRAVITY SEWER PIPELINES PART 1 - GENERAL 1.01 DESCRIPTION This section designates the requirements and procedures for leakage and infiltration testing of gravity sewer pipelines. The Contractor shall furnish all labor, materials, tools, and equipment necessary to provide and complete leakage and infiltration testing as specified. It is the intent of the Plans and Specifications that the completed gravity sewer pipes of all types, along with manholes and other appurtenances, shall be watertight. 1.02 RELATED WORK DESCRIBED ELSEWHERE The Contractor shall refer to the following Specification section(s) for additional requirements: A. Shop Drawing Submittals: 01300 1.03 SUBMITTALS Contractor shall furnish submittals in accordance with the requirements of Section 01300, Shop Drawing Submittals. The following submittals are required: A. If requested by the Owner, the Contractor shall furnish a detailed plan showing how the Contractor intends to test and flush the pipeline. PART 2 - MATERIALS 2.01 GENERAL The Contractor shall furnish all labor, materials and equipment necessary for completing the testing process as specified herein. The equipment utilized by the Contractor shall arrive on the site in good and proper working order and ready for use. PART 3 - EXECUTION 3.01 GENERAL Each section of sewer between two successive manholes shall be tested for leakage or, at the option of the Owner's Representative, for infiltration, or both. The leakage test shall be made on all sections of sewer. The infiltration test shall also be made where excessive groundwater is encountered. Even though a section may have previously passed the leakage or infiltration test, each section of sewer shall be tested subsequent to the last backfill compacting operation in connection therewith, wherein, in the opinion of the Owner's Representative, heavy compaction equipment of any of the operations of the Contractor or others may have damaged or affected the required water-tight integrity of the pipe, structure, and appurtenances. The Contractor shall furnish all materials required for the tests and bear all costs in connection therewith. Tests shall be made in the presence of the Owner's Representative. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Testing of Gravity Sewer Pipelines CP3537 August 2008 15045-1 If the leakage and/or infiltration rate, as shown by the tests specified herein, is greater than the amount specified, the pipe joints shall be repaired or, if necessary, the pipe shall be removed and relaid by the Contractor at his expense. The sewer will not be considered acceptable until the leakage and/or infiltration rate, as determined by test, is less than the allowable. 3.02 SEWER PIPE CLEANING A. All sewer pipe shall be thoroughly flushed with clean water, from access-hole to access-hole with an appropriately sized inflatable ball. B. All construction debris and water shall be removed from each access-hole prior to removal of expandable plugs. C. Water used in flushing the new sewer mains and laterals shall not be discharged into the existing sewer system. 3.03 TESTS FOR VCP GRAVITY SEWERS A. Leakage Test: The leakage test shall be conducted by an air test. Each section of sewer between two successive manholes shall be tested by plugging all pipe outlets with suitable test plugs. Air shall be slowly added until the internal pressure is raised to 4.0 pounds per square inch gauge (psig). The compressor used to add air to the pipe shall have a blowoff valve set at 5 psig to ensure that at no time the internal pressure in the pipe exceeds 5 psig. The internal pressure of 4 psig shall be maintained for at least two minutes to allow the air temperature to stabilize, after which the air supply shall be disconnected and the pressure allowed to decrease to 3.5 psig. The time in minutes that is required for the internal air pressure to drop from 3.5 psig to 2.5 psig shall be measured and the results compared with the values tabulated below: MINIMUM DURATION FOR AIR TEST PRESSURE DROP - VCP Minimum Distance Pipe Diameter Test Time Between Manholes K Value (Inches) (Minutes) (Seconds) (Feet) (Sec/Foot) 8 3 45 320 .704 10 4 46 260 1.10 12 5 40 215 1.58 15 70 170 2.47 18 8 36 145 3.56 21 10 6 125 4.85 24 11 6 105 6.34 27 12 42 95 8.02 30 14 1 85 9.90 33 15 0 75 12.0 36 16 41 70 14.3 39 18 5 65 16.8 42 19 24 60 19.4 The above tabulated values shall be used for the respective diameter pipes, except where the distance between successive manholes is less than the above tabulated values, in which case the following formula will be used to determine the test time: City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Testing of Gravity Sewer Pipelines CP3537 August 2008 15045-2 T = KL in which T = test time in seconds K = minimum allowable test time in seconds per lineal foot of pipe L = distance between successive manholes in feet If the pressure drop from 3.5 psig to 2.5 psig occurs in less time than the above-tabulated or calculated values, the pipe shall be overhauled and, if necessary, replaced and relaid until the joints and pipe shall hold satisfactory under this test. B. Infiltration Test: If, in the construction of a section of the sewer between structures, groundwater is encountered, the end of the sewer at the upper structure shall be closed sufficiently to prevent the entrance of water and pumping of groundwater shall be discontinued for at least three days after which the section shall be tested for infiltration. The infiltration shall not exceed 0.025 gallons per minute per inch of diameter per 1,000-feet of main line sewer being tested and does not include the length of house laterals entering that section. Where any infiltration in excess of this amount is discovered before completion and acceptance of the sewer, the sewer shall be immediately uncovered and the amount of infiltration reduced to a quantity within the specified amount of infiltration, before the sewer is accepted, at the expense of the Contractor. Should, however, the infiltration be less than the specified amount, the Contractor shall stop any individual leaks that may be observed when ordered to do so by the Owner's Representative. The Contractor shall furnish all labor and materials for making the tests required at his own expense. All tests must be completed before the street or trench is resurfaced, unless otherwise determined by the Owner's Representative. 3.04 TESTS FOR PVC GRAVITY SEWER PIPE A. Leakage Test: The leakage test shall be conducted by an air test. Each section of sewer between two successive manholes shall be tested by plugging all pipe outlets with suitable test plugs. Air shall be slowly added until the internal pressure is raised to 4.0 pounds per square inch gauge (psig). The compressor used to add air to the pipe shall have a blowoff valve set at 5 psig to ensure that at no time the internal pressure in the pipe exceeds 5 psig. The internal pressure of 4 psig shall be maintained for at least two minutes to allow the air temperature to stabilize, after which the air supply shall be disconnected and the pressure allowed to decrease to 3.5 psig. The time in minutes that is required for the internal air pressure to drop from 3.5 psig to 3.0 psig shall be measured. The results shall not be less than the minimum permissible duration for air test pressure drop tabulated below: MINIMUM DURATION FOR AIR TEST PRESSURE DROP - PVC PIPE Minimum Distance Pipe Diameter Test Time Between Manholes (Inches) (Minutes) (Seconds) (Feet) K Value 4 1 53 597 0.19 6 2 50 398 0.43 8 3 47 298 0.76 10 4 43 239 1.19 12 5 40 199 1.71 15 75 159 2.67 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Testing of Gravity Sewer Pipelines CP3537 August 2008 15045-3 The above tabulated valves shall be used for the respective diameter pipes, except where the distance between successive manholes is more than the above tabulated values, in which case the following formula will be used to determine the test time: T = KL in which T = test time in seconds K = minimum allowable test time in seconds per lineal foot of pipe L = distance between successive manholes in feet If the pressure drop from 3.5 psig to 3.0 psig occurs in less time than the above tabulated values, the pipe shall be overhauled and if necessary, replaced until the joints and pipe shall hold satisfactorily under this test. B. Infiltration Test: If, in the construction of a section of the sewer between structures, groundwater is encountered, the end of the sewer at the upper structure shall be closed sufficiently to prevent the entrance of water and pumping of groundwater shall be discontinued for at least three days after which the section shall be tested for infiltration. The infiltration shall not exceed 50 gallons per inch of internal diameter per mile per day. Where any infiltration in excess of this amount is discovered before completion and acceptance of the sewer, the sewer shall be immediately uncovered and the amount of infiltration reduced to a quantity within the specified amount of infiltration, before the sewer is accepted, at the expense of the Contractor. Should, however, the infiltration be less than the specified amount, the Contractor shall stop any individual leaks that may be observed when ordered to do so by the Owner's Representative. The Contractor shall furnish all labor and materials for making the tests required at his own expense. All tests must be completed before the street or trench is resurfaced, unless otherwise determined by the Owner's Representative. C. Deflection Test: All flexible and semi-rigid main line pipe shall be tested in accordance with SSPWC Sections 306-1.2.12 and 306-1.2.13 for deflection, joint displacement, or any other obstruction by passing a rigid mandrel through the pipe by hand, not less than 30 days after completion of the trench backfill, but prior to permanent resurfacing. The mandrel shall be a full circle, solid cylinder, or a rigid, non-adjustable, odd-numbered leg (9 leg minimum) steel cylinder, accepted by the ENGINEER as to design and manufacture. The circular cross section of the mandrel shall have a diameter of at least 95 percent of the specified average inside diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe. Obstructions encountered by the mandrel shall be corrected by the CONTRACTOR. 3.05 CLOSED CIRCUIT TELEVISION INSPECTION A. A closed circuit television inspection shall ne conducted of new sewer lines after sewer pipe cleaning and mandrel testing. B. Closed circuit television inspections shall be performed in accordance with the SSPWC, 500-1.1.5. Video documentation shall be provided in digital format (DVD). C. All defects and evidence of reverse slope by ponding of water or dips in pipe alignment revealed by the closed circuit television inspection shall be repaired to the satisfaction of the City Engineer at the Contractor's expense. END OF SECTION 15045 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Testing of Gravity Sewer Pipelines CP3537 August 2008 15045-4 SECTION 15084 VITRIFIED CLAY PIPE SEWERS AND FITTINGS PART 1 - GENERAL 1.01 DESCRIPTION A. The Contractor shall furnish, install and test vitrified clay pipe (VCP), fittings and appurtenances of the dimensions and to the lines and grades as shown on the Plans in accordance with the Specifications. The pipe to be installed at the various locations is identified by nominal diameter of pipe in inches followed by the abbreviation of VCP The Contractor shall not store pipe upon the roadways or parkways of residential streets for more than ten days, or upon business streets for more than three days. B. Specifications for related Work are as follows: ASTM C 12 Installing Vitrified Clay Pipe Lines ASTM C301 Test Methods for VCP ASTM C 425 Specifications for Compression Joints for VCP and Fittings ASTM C700 Specifications for VCP, Extra Strength, Standard Strength and Perforated ASTM C 828 Test Method for Low Pressure Air Test of VCP Lines ASTM C 896 Terminology related to Clay Products ASTM C 1091 Test Methods for Hydrostatic Infiltration and Exfiltration Testing of VCP Lines 1.02 RELATED WORK DESCRIBED ELSEWHERE The Contractor shall refer to the following Specification section(s) for additional requirements: A. Shop Drawing Submittals: 01300 B. Earthwork: 02200 C. Leakage and Infiltration Testing of Gravity Sewer Pipelines: 15045 1.03 SUBMITTALS Contractor shall furnish submittals in accordance with the requirements of Section 01300, Shop Drawing Submittals. The following submittals are required: A. Submit Shop Drawings, material lists, catalog cuts and other information. B. Submit an affidavit from the pipe manufacturer that all delivered materials comply with the requirements of ASTM C700 and the Specifications. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-1 PART 2 - MATERIALS 2.01 GENERAL Vitrified clay pipe shall be manufactured from fire clay, shale, surface clay, or a combination of theses materials that, when formed into pipe and fired to suitable temperatures, yields a product that conforms to ASTM C 700. 2.02 PIPE All VCP and fittings shall be one of class; designated extra strength; of the best quality; vitrified; homogeneous in structure; thoroughly burned throughout their entire thickness; impervious to moisture; sound and free from cracks, checks, blisters, broken extremities or other imperfections; and given to a metallic ring when struck with a hammer. Pipe shall be bell and spigot pipe, unless otherwise specified. Pipe ends shall be square with the longitudinal axis, and sockets shall be true, circular and concentric with the barrel of the pipe. The thickness of the shell, the depth of the socket, and the dimension of the annular space shall be within the limits of permissible variation to dimension standards of the specification ASTM C700 for the size of pipe indicated on the Plans. All pipe and special fittings shall comply with the provisions of ASTM C700 for extra strength VCP with respect to the hydrostatic pressure test, size, shape, 3-edge bearing load test and all other requirements of said provisions. 2.03 VCP JOINTS All VCP and fittings shall be furnished with compression joints equal to "Wedge-Lock", as manufactured by Pacific Clay Products; or "Speed Seal", as manufactured by Pacific Coast Building Products; or approved equal. The compression joint on the spigot and bell ends of the pipe shall be factory made of plastisol or other approved resilient element bonded onto the outside of the spigot and the inside of the bell to the pipe and molded and cured to a uniform hardness and compressibility to form a tight compression coupling when assembled. Materials for compression joints shall conform to ASTM C425. A suitable lubricant shall be used in the assembling of the pipe as reviewed by the Owner's Representative, and no further sealing element will be required. Joints shall be made watertight and root tight. Where pipe from different manufacturers is to be jointed together, an adapter pipe with the proper matching joint on each end for the respective manufacturer shall be used. Hot poured joints or concrete encasement of plain end joints will not be permitted. 2.04 BRANCHES Branches of type shown on the Plans shall be furnished with connections of the sizes specified and shall be securely and completely fastened to the barrel of the pipe in the process of manufacture. This shall be accomplished by fusion during vitrification. In the case of pipe 15-inches or greater in diameter, fusion during vitrification will not be required, but if not fused, in addition to other fastening materials of approved quality, there shall be a reinforcing collar of cement mortar around the outside of the joint and there shall be no exposure of cement mortar on the interior surface of the pipe. Tee branches shall have their axes perpendicular to the longitudinal axis of the pipe. Wye branches shall have their axes approximately 45 degrees (unless otherwise specified on the Plans) to the longitudinal axis of the pipe measured from the socket end. All branches shall terminate in sockets, and the barrel of the branch shall be of sufficient length to permit making a proper joint when the connecting pipe is inserted in the branch socket. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-2 The quality of VCP branches shall conform to the applicable provisions of the Specifications. 2.05 STOPPERS The stoppers for all pipe 8-inches in diameter and smaller, in which a sealing component for a flexible compression - type joint is cast, shall be neoprene, polyethylene or polyurethane. Stoppers in all other cases shall be discs of the same material as the pipe, equal in diameter to the outside of the pipe barrel, and made and installed as approved by the Owner's Representative. Neoprene stoppers shall be manufactured from a compound containing not less than 50% neoprene by volume, which shall be the sole elastomer. Stoppers shall not be adversely affected when exposed to the chemical and bacteriological environments. When installed and braced in place in branch spurs, stoppers shall withstand a hydrostatic pressure test of 10 psi with no leakage. When unbraced, stoppers shall remain in place when subject to a maximum air pressure test of 5 psi. The joints for stoppers shall be made in such a manner that they may be removed without injury to the socket. 2.06 MARKING All pipe or fittings shall be clearly marked with the name of the manufacturer or with a trademark of size and type which has been reviewed by and filed with the Owner. 2.07 PIPE TESTING REQUIREMENTS Before being used in any portion of the Work, pipe shall be subjected to and shall meet the requirements of the following hydrostatic pressure test and loading test; these tests shall be made by the Contractor and shall be witnessed by a reputable testing laboratory. The Contractor shall deliver the pipe selected for testing to the place and at the time designated by the testing laboratory. All costs of furnishing, transporting, and handling the pipe for testing and conducting the tests shall be borne by the Contractor. In lieu of witnessing by a testing laboratory, the Contractor may furnish a certified statement from the pipe manufacturer stating that all prescribed tests have been made and the pipe to be used for the Work has met all requirements of the Specifications. The testing laboratory shall select, at random, for testing as herein specified, no less than 1% of the number of pipes in each size of pipe furnished. The specimens selected for testing purposes shall be sound pipe having dimensions consistent with the Specifications. The lot or lots from which the test samples are taken shall be sufficient to fill the entire order for that size of pipe used in the Work and, if they pass the tests, shall be so designated and marked. All pipe shall be subject to inspection at the factory, trench or other point of delivery by the Owner's Representative. The purpose of the inspection shall be to cull and reject any pipe that, independent of the physical tests herein specified, fails to conform to the requirements of the Specifications or that may have been damaged during transportation and/or in subsequent handling. In lieu of the standard ASTM absorption test, the ASTM C301 hydrostatic pressure test may be substituted. The hydrostatic pressure test shall precede the loading test by not less than one hour nor more than three hours and shall be applied to all the specimens received for testing in each size of pipe. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-3 The loading test shall be the three-edge bearing. The loading test shall conform to the applicable provisions of ASTM C301 and shall be applied to all specimens selected for testing except that loading to test ultimate strength will not be required. Pipe shall withstand the following loads: ""**> Minimum Test Loads Nominal Pipe Size Pounds Per Linear Foot 4 and 6 2,000 8 2,200 10 2,400 12 2,600 15 3,100 18 3,600 21 4,200 24 4,800 27 5,200 30 5,500 33 5,800 36 6,300 39 6,600 42 7,000 The net inside length of the pipe from the bottom of the socket to the spigot end of the pipe shall be used as the divisor to calculate the load per linear foot. If all of the minimum designated percentage or number of the specimens tested meet the requirements of the test, then all of the pipe in the lot, shipment or delivery corresponding to the sizes and classes so tested shall be /^^>. considered as complying with the test. If, however, 10% or more of the specimens tested fail to meet the ^^ requirements of the test or if more than one specimen fails to meet the requirements of the test when the number to be tested is less than 10, then a second selection of pipe shall be made for the test. The number of specimens to be tested in the second selection of pipe shall be five for each specimen of the first selection that failed to meet the requirements. If 90% or more of the specimens tested, including those first tested, meet the requirements of the test, all the pipe in the lot, shipment, or delivery corresponding to the sizes and classes so tested shall be considered as complying with that test; otherwise, all pipe of these sizes and classes shall be rejected. 2.08 INSPECTION INDEPENDENT OF TESTS The following imperfections in a pipe or special fitting will be considered injurious and cause for rejection without consideration of the test results herein above specified: A. A single crack in the barrel of the pipe extending through the entire thickness, regardless of the length of such crack. A single crack which extends through one-fifth of the barrel thickness and is over 3- inches long. Any surface fire crack which is more than 1/32-inch wide at its widest point. B. Lumps, blisters, pits, or flakes on the interior surface of a pipe or fitting. C. When the bore or socket of the pipe varies from a true circle more than 3% of its nominal diameter. o City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-4 D. When a pipe or fitting designated to be straight deviates from a straight line more than 1/16-inch per linear foot. The deviation shall be measured from a straightedge at a point midway between the ends of the pipe. E. A piece broken from either the socket or spigot end. Tramp clays, grog or other foreign matter that have fused permanently to the exterior or interior surface of the pipe or fitting. F. If, when placed in a vertical position, the pipes do not give a metallic ring when struck with a hammer PART 3 - EXECUTION 3.01 EARTHWORK A. B. C. General: Excavation and backfill, including the pipe bedding, shall conform to the provisions of Section 2200, Earthwork, except as herein modified. Crushed Rock and Gravel: Crushed rock shall be the product of crushing rock or gravel. Fifty percent of the particles retained on a 3/8-inch sieve shall have their entire surface area composed of faces resulting from fracture due to mechanical crushing. Not over five percent shall be particles that show no faces resulting from crushing. Less than ten percent of the particles that pass 3/8-inch sieve and are retained on the No. 4 sieve shall be water worn particles. Gravel shall not be added for crushed rock. Gravel shall be defined as particles that show no evidence of mechanical crushing, are fully waterworn, and are rounded. For pipe bedding, where gravel is specified, crushed rock may be substituted or added. Where crushed rock or gravel is specified in the bedding details on the Plans or in the Specifications, the material shall have the following gradations: Sieve Size 2" 1-1/2" 1" 3/4" 1/2" 3/8" No. 4 No. 8 1-1/2-Inch Max Gravel % Passing 100 90 - 100 20 - 55 0 - 15 0 - 5 1-Inch Max Gravel % Passing 100 90 - 100 60 - 80 0 - 15 0 - 5 3/4-Inch Max Crushed Rock % Passing 100 90 30 0 0 100 60 20 5 Unless otherwise specified, 1-1/2-inch maximum gravel shall be used for pipes with inside diameter of 45-inches and larger, 1-inch maximum gravel shall be used for pipes with inside diameters of 33-inches to 42-inches, and 3/4-inch maximum crushed rock shall be used for pipes with inside diameter of 30-inches and less. Trench Width: Where the trench width, measured at a point 12-inches above the top of the bell of the pipe, is wider than the maximum set forth in Section 02200, Earthwork, the trench area around the pipe shall be backfilled with Class B concrete to form a cradle for the pipe. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP3537 August 2008 Vitrified Clay Pipe Sewers and Fittings 15084-5 D. Pipe Bedding: Crushed rock shall be used for pipe bedding and shall be compacted to obtain a relative density of 95% unless otherwise specified. The thickness of the pipe bedding shall be a minimum of four inches for pipe up to 10-inches and 6-inches for the 12-inch and larger pipe. The pipe bedding shall be placed over the full width of the trench. E. Backfill Within Pipe Zone: Crushed rock shall be placed and compacted within the pipe zone from the bottom of the pipe to 3/4 of the pipe outside diameter. The crushed rock shall be compacted to obtain a relative density of 95% unless otherwise specified. From 3/4 of the outside pipe diameter to the top of the pipe zone, imported sand or granular material shall be placed and compacted to a relative compaction of 90%. In lieu of sand equivalent 30 material, the Contractor, at his option, may substitute 3/4-inch graded or crushed rock. 3.02 INSTALLATION A. General: VCP shall be installed per ASTM C12 and the manufacturer's recommendations. All pipe shall be laid without break, upgrade from structure to structure, with the bell ends of the pipe upgrade. Pipe shall be laid to the line and grade given so as to form a close concentric joint with the adjoining pipe and prevent sudden offsets of the flow line. At each joint in the pipe, the pipe subgrade shall be recessed in the firm bedding material so as to relieve the bell of the pipe of all load and to ensure continuous bearing along the pipe barrel. The interior of the pipe shall be cleaned of all dirt and superfluous materials of all description immediately prior to installing the pipe. The Contractor shall wipe the mating surfaces of the pipe to be joined clean of all dirt and foreign matter and apply an approved lubricant. Then, with the surfaces properly lubricated, the Contractor shall position the spigot end of the pipe inside the bell and shove the joint home. For larger diameter pipe where a lever attachment is required, the Contractor shall take the necessary precautions to insure an undamaged pipe installation. B. Branches: VCP wyes, tees, and other types of branches shall be furnished and installed along with VCP sewer as is called for on the Plans. The longitudinal barrel of branch fittings to be placed in line and grade with the sewer mains shall be of the same diameter, quality and type as said sewer. Installation, earthwork and bedding for branches shall conform to the applicable provisions set forth for pipe. Unless otherwise specified, the branch of wye fittings shall be inclined upward at an angle not greater than 45 degrees from a horizontal line. No wyes or tees shall be placed closer than 5-feet in the downstream side to the centerline of any structure. Also no two wyes or tees shall be laid back to back. There shall be a minimum of four feet between each branch fitting. The Contractor shall place a support of graded crushed rock or gravel under every wye branch when installed. C. Saddle Connections: All saddle connections into existing sewer lines shall be made with a wye saddle. The sewering to be saddled shall be scored to the approximate shape of wye or tee and shall be cut with a hole cutter. The tap holes shall be cleanly machined and may be further worked by hand to proved a true and neat opening for the collar wye or tee saddle. The Contractor shall replace or repair any pipe damaged during the operation. The Contractor shall secure the collar wye to the sewer main with a catalytic epoxy resin. The saddle shall be tied to the main with wire of sufficient strength so that no movement will occur during the setting of the epoxy resin. After the connection has set sufficiently long for the epoxy resin to cure, the Contractor shall encase the fitting with Class A portland cement concrete. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-6 The Contractor shall carry out the saddling operation only in the most workmanlike manner and he shall keep all chips, dirt, epoxy, mortar and concrete out of the sewering being saddled. The Contractor shall, if directed to do so by the Owner's Representative, flush, clean and ball the reach of sewer main saddle. In lieu of a saddle connection, a wye connection may be made by cutting the sewer and installing a wye. All applicable provisions of this Specification will be adhered to in making a cut-in wye connection. D. VCP at Structures: The Contractor shall use two 1-foot lengths of sewer pipe to provide curve flexibility and prevent cracking or shearing failures as shown on the Plans or as required by Owner's Representative during construction. The use of short lengths of pipe is particularly required, but not necessarily limited to these locations: (1) inlets and outlets to all manholes; (2) ends of steel casing pipe; (3) ends of concrete encasement; (4) vertical and horizontal curvilinear sewers; and (5) deep lateral connections. Pipe bells shall not be cast into manholes or structures. The bell shall be cut off so that no recess or offset appears on the exposed face from the inside wall of the pipe. The pipe shall have a plain end, flush with the inside wall of the manhole or structure or as shown on the Plans. E. Preventing Foreign Matter from Entering the Pipe: At all times when pipelaying is not in progress, the open end of the pipe shall be closed with a tight-fitting cap or plug to prevent the entrance of foreign matter into the pipe. These provisions shall apply during the noon hour as well as overnight. In no event shall the pipeline be used as drains for removing water which has infiltrated into the trench. The Contractor shall maintain the inside of the pipe free from foreign materials and in a clean and sanitary condition until it's acceptance by the Owner. 3.03 EPOXY RESIN All saddle connections or repair Work to existing sewer mains shall be accomplished with one of the following epoxy resins: A. EPIBOND 157 as manufactured by Furane Plastics Incorporated, 4516 Brazil Street, Los Angeles, California. B. WA 633 A & B as manufactured by Wyndham Chemicals Incorporated, 10640 South Painter Avenue, Santa Fe Springs, California. C. EPON 828 as manufactured by the Shell Chemical Corporation obtainable from Pacific Clay Products Corporation, Los Nietos, California. The epoxy resin shall be used in strict accordance with the manufacturer's Specifications. 3.04 CLEANING Before testing, each pipe shall be thoroughly cleaned from manhole to manhole with a sewer scrubbing ball. All debris and trash shall be removed from each manhole. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-7 3.05 TEST FOR LEAKAGE AND INFILTRATION The pipe, and other appurtenances shall be tested for leakage and infiltration in accordance with Section 15045, Leakage and Infiltration Testing for Gravity Sewer Pipelines. 3.06 TESTS FOR ALIGNMENT AND GRADE, AND DAMAGED OR DEFECTIVE PIPE IN PLACE After the pipe has been installed, tested for leakage and/or infiltration, backfilled to existing grade, manholes raised to grade and resurfaced, the pipe shall be "balled" from manhole to manhole with a sewer scrubbing ball of type and size to be reviewed by the Owner's Representative. In addition to and after balling the pipe, all straight sewers and inlet/outlet ends of curvilinear sewers shall be "mirrored" by the Owner's Representative with the assistance of the Contractor's forces. All balling and mirroring shall be done in the presence of the Owner's Representative and shall constitute tests for alignment, grade, damaged or defective pipe in place or any other type of faulty installation. Should balling and mirroring indicate any faulty installation of the pipe, repairs or replacements shall be made at the Contractor's expense as determined by the Owner's Representative. Full compensation for making these tests shall be included in the contract unit prices, and no additional allowance will be made therefor. END OF SECTION 15084 City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project Vitrified Clay Pipe Sewers and Fittings CP3537 August 2008 15084-8 SECTION 15150 HIGH DENSITY POLYETHYLENE PIPE PARTI- GENERAL 1.01 DESCRIPTION The Work under this section includes providing all labor, materials, tools, and equipment necessary for furnishing and installing high density polyethylene sewer pipe, in accordance with these specifications and in conformity with the lines and grades shown on the drawings. 1.02 QUALITY ASSURANCE References, American National Standards Institute (ANSI), American Society for Testing and Materials (ASTM), Federal Specifications (FS), International Standards Organization (ISO), and manufacturer's printed recommendations. 1.03 SUBMITTALS A. The Contractor shall provide the following: 1. Shop drawings 2. Alignment drawings 3. Certification that such length of pipe has been tested physically for ductility and has satisfactorily passed such tests. 4. Laying schedules for pipe 12-inches in diameter and larger. This specification covers the requirements of high density polyethylene gravity sewer pipe and fittings in nominal sizes of 12-through 120-inch. 1.04 QUALITY OF WORKMANSHIP The pipe and fittings shall be homogenous throughout and free from visible cracks, holes, foreign inclusions or other injurious defects. The pipe shall be as uniform as commercially practical in color, opacity, density and other physical properties. PART 2- PRODUCTS 2.01 HIGH DENSITY POLYETHYLENE (HOPE) PIPE: Pipe shall be manufactured from a PE 3408 resin listed with the Plastic Pipe Institute (PPI) as TR-4. The resin material shall meet the specifications of ASTM D3350-02 with a minimum cell classification of PE345464C. Pipe O.D. sizes 4" to 54" shall be available in both steel pipe sizes (IPS) and ductile iron pipe sizes (DIPS). Pipe O.D. sizes 26" to 54" shall be available in steel pipe sizes (IPS). Pipe shall have a manufacturing standard of ASTM D3035 and be manufactured by an ISO 9001 certified manufacturer. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project High Density Polyethylene Pipe CP3537 August 2008 15150-1 HDPE Pipe shall be grey in color. The pipe shall contain no recycled compounds except that generated in the manufacturer's own plant from resin of the same specification from the same raw material. The pipe shall be homogeneous throughout and free of visible cracks, holes, foreign inclusions, voids, or other injurious defects. 2.02 FITTINGS: A. Butt Fusion Fittings: Butt fusion fittings shall be in accordance with ASTM D3261 and shall be manufactured by injection molding, a combination of extrusion and machining, or fabricated from HDPE pipe conforming to this specification. All fittings shall be pressure rated to provide a working pressure rating no less than that of the pipe. Fabricated fittings shall be manufactured using a McElroy Datalogger to record fusion pressure and temperature. A graphic representation of the temperature and pressure data for all fusion joints made producing fittings shall be maintained as part of the quality control. The fitting shall be homogeneous throughout and free of visible cracks, holes, foreign inclusions, voids, or other injurious defects. B. Electrofusion Fittings: Electrofusion Fittings shall be PE3408 HDPE, Cell Classification of 345464C as determined by ASTM D3350-02 and be the same base resin as the pipe. Electrofusion Fittings shall have a manufacturing standard of ASTM F1055. Electrofusion fittings shall not be permitted on sections of pipe that will be subjected to forces associated with the pullback process. C. Flanged and Mechanical Joint Adapters: Flanged and Mechanical Joint Adapters shall be PE 3408 HDPE, Cell Classification of 345464C as determined by ASTM D3350-02 and be the same base resin as the pipe. Flanged and mechanical joint adapters shall have a manufacturing standard of ASTM D3216. All adapters shall be pressure rated to provide a working pressure rating no less than that of the pipe. D. Mechanical Restraint: Mechanical restraint for HDPE may be provided by mechanical means separate from the mechanical joint gasket sealing gland. The restrainer shall provide wide, supportive contact around the full circumference of the pipe and be equal to the listed widths. Means of restraint shall be machined serrations on the inside surface of the restrainer equal to or greater than the listed serrations per inch and width. Loading of the restrainer shall be by a ductile iron follower that provides even circumferential loading over the entire restrainer. Design shall be such that restraint shall be increased with increases in line pressure. Serrated restrainer shall be ductile iron ASTM A536-80 with a ductile iron follower; bolts and nuts shall be corrosive resistant, high strength alloy steel. The restrainer shall have a pressure rating of, or equal to that of the pipe on which it is used or 150 PSI whichever is lesser. Restrainers shall be JCM Industries, Sur-Grip or pre-approved equal. Nominal Restraint Serrations Size Width per inch 14", 16", 18" 5" 6 20", 24" 7" 6 Pipe stiffeners shall be used in conjunction with restrainers. The pipe stiffeners shall be designed to support the interior wall of the HDPE. The stiffeners shall support the pipe's end and control the "necking down" reaction to the pressure applied during normal installation. The pipe stiffeners shall be formed of 304 or 316 stainless steel to the HDPE manufacturers published average inside diameter of the specific size and DR of the HDPE. Stiffeners shall be by JCM Industries or pre-approved equal. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project High Density Polyethylene Pipe CP3537 August 2008 15150-2 PART 3- EXECUTION 3.01 GENERAL A. Pipe & Fittings: Size as indicated on the plans. Install as shown in accordance with manufacturer's recommendations. 3.02 JOINING: A. Butt Fusion: Sections of polyethylene pipe should be joined into continuous lengths on the jobsite above ground. The joining method shall be the butt fusion method and shall be performed in strict accordance with the pipe manufacturer's recommendations. The butt fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but not limited to, temperature requirements of 400 degrees Fahrenheit, alignment, and an interfacial fusion pressure of 75 PSI. The butt fusion joining will produce a joint weld strength equal to or greater than the tensile strength of the pipe itself. All field welds shall be made with fusion equipment equipped with a McElroy Data Logger. Temperature , fusion pressure and a graphic representation of the fusion cycle shall be part of the quality control records. Interior bead from butt fusion welds shall be removed. B. Sidewall Fusion: Sidewall fusions for connections to outlet piping shall be performed in accordance with HDPE pipe and fitting manufacturer's specifications. The heating irons used for sidewall fusion shall have an inside diameter equal to the outside diameter of the HDPE pipe being fused. The size of the heating iron shall be 1A inch larger than the size of the outlet branch being fused. C. Mechanical: Bolted joining may be used where the butt fusion method cannot be used. Flange joining will be accomplished by using a HDPE flange adapter with a ductile iron back-up ring. Mechanical joint joining will be accomplished using either a molded mechanical joint adapter or the combination of a Sur-Grip Restrainer and Pipe Stiffener as manufactured by JCM Industries, Inc. Either mechanical joint joining method will have a ductile iron mechanical joint gland. D. Other: Socket fusion, hot gas fusion, threading, solvents, and epoxies may not be used to join HDPE pipe. 3.03 QUALITY AND WORKMANSHIP: The pipe and/or fitting manufacturer's production facility shall be open for inspection by the owner or his designated agents with a reasonable advance notice. During inspection, the manufacturer shall demonstrate that it has facilities capable of manufacturing and testing the pipe and/or fittings to the standards required by this specification. 3.04 PIPE PACKAGING, HANDLING & STORAGE The manufacturer shall package the pipe in a manner designed to deliver the pipe to the project neatly, intact and without physical damage. The transportation carriers shall use appropriate methods and intermittent checks to insure the pipe is properly supported, stacked and restrained during transportation such that the pipe is not nicked, gouged, or physically damaged. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project High Density Polyethylene Pipe CP3537 August 2008 15150-3 Pipe shall be stored on clean, level ground to prevent undue scratching or gouging. If the pipe must be stacked for storage, such stacking shall be done in accordance with the pipe manufacturer's recommendations. The pipe shall be handled in such a manner that it is not pulled over sharp objects or cut by chokers or lifting equipment. Sections of pipe having been discovered with cuts or gouges in excess of 1/8-inch thickness shall be cut out and removed. The undamaged portions of the pipe shall be rejoined using the heat fusion joining method. Additionally, the first 10 feet of pipe installed during pullback will be cut out and inspected for excess gouging. Fused segments of the pipe shall be handled so as to avoid damage to the pipe. Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon slings are preferred. Spreader bars are recommended when lifting long fused sections. PART 4 - CONSTRUCTION PRACTICE 4.01 TRENCH CONSTRUCTION Trenching shall be done in accordance with ASTM D 2321, Section 6 and/or ASTM D2774. 4.02 EMBEDMENT MATERIAL Embedment materials shall be Class I, Class II, or Class III materials as defined by ASTM D 2321, Section 5. The use of Class IV and Class V materials for embedment is not recommended and should be done only with the approval of the Engineer. Class I crushed stone and Class II well-graded gravels are preferred. The embedment material shall have an installed density of at least 85% Standard Proctor Density through compaction or consolidation. 4.03 BEDDING The pipe bedding shall be constructed in accordance with ASTM D2321, Section 5, Table 2. 4.04 HAUNCHING AND INITIAL BACKFILL Haunching and initial backfill shall be as specified in ASTM D2774 and/or ASTM D2321, Section 5, Table 2 using Class I, Class II or Class III materials. Materials and compaction shall be specified by the Engineer. END OF SECTION City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP 3537 August 2008 High Density Polyethylene Pipe 15150-4 SECTION 15041 DISINFECTION OF PIPING PART 1 GENERAL 1.1 DESCRIPTION This section describes requirements for disinfection by chlorination of potable and recycled water mains, services, pipe appurtenances and connections. 1.2 REFERENCED STANDARDS The publications listed below form part of this specification to the extent referenced and are referred to in the text by the basic designation only. Reference shall be made to the latest edition of said standards unless otherwise called for. A. American Water Works Association (AWWA). B300 Standard for Hypochlorites B301 Standard for Liquid Chlorine C651 Disinfecting Water Mains 1.3 RELATED WORK SPECIFIED ELSEWHERE CMWD Standard Specifications 15000, 15044, 15056, 15057, 15061, and 15064 1.4 SERVICE APPLICATION A. All water mains and appurtenances taken put of service for inspection, repairs, or other activity that might lead to contamination shall be disinfected before they are returned to service. B. All new water mains and temporary high lines shall be disinfected prior to connection to the City's existing system. C. All components incorporated into a connection to the City's existing system shall be disinfected prior to installation. 1.5 SUBMITTALS A. A written disinfection and dechlorination plan signed by a certified chlorinator shall be submitted to the Engineer for review and approval prior to starting disinfection or dechlorination operations. Plan for disinfection method and procedure shall include equipment used to inject the chlorine solution, gauges or scales to measure the rate at which chlorine is injected, qualifications of personnel, testing location and schedule, source of water and water disposal locations. Personnel performing the disinfection shall demonstrate a minimum of five years experience in the chlorination and dechlorination of pipelines. B. Qualification of certified testing laboratory. C. Four copies of bacteriological test results to the Engineer upon completion of each test. D. Emergency Response Plan. JUNE 2008 1 of 6 SECTION 15041 Disinfection of Piping 1. 6 DELIVERY, STORAGE AND HANDLING Chlorination and dechlorination shall be performed by competent individuals knowledgeable and experienced in the operation of the necessary application and safety equipment in accordance with applicable Federal, State and Local laws and regulations. The transport, storage and handling of these materials shall be performed in accordance with Code of Federal Regulations (CFR) 1910.120 Hazardous Waste Operations and Emergency Response, CFR 49.172 Hazardous Materials Regulations, and the General Industry Safety Orders of the California Code of Regulations, Title 8, Section 5194. 1.7 CONCURRENT DISINFECTION AND HYDROSTATIC TESTING The specified disinfection of the pipelines may be performed concurrently with the hydrostatic testing in accordance with Section 15044. In the event repairs are necessary, as indicated by the hydrostatic test, additional disinfection may be required by the Engineer in accordance with this specification. 1.8 CONNECTION TO EXISTING MAINS Prior to connection to existing mains, disinfection and bacteriological testing shall be performed in accordance with this specification, and hydrostatic testing shall be performed per Section 15044. A City Connection Permit is required authorizing connection to an existing system shall and be given only on the basis of acceptable hydrostatic, disinfection and bacteriological test results. Connection to existing mains shall be performed in accordance with Section 15000. PART 2 MATERIALS 2.1 CHLORINE (GAS) A. Liquid chlorine contains 100-percent available chlorine and is packaged in steel containers in net weights of 68.1kg (150 Ib.) or 907.2kg (1 ton). B. Liquid chlorine shall be used with appropriate gas flow chlorinators, heaters, and injectors to provide a controlled, high-concentration solution feed to the water. The chlorinators and injectors shall be the vacuum-operated type. 2.2 SODIUM HYPOCHLORITE (LIQUID) Sodium hypochlorite is available in liquid form in glass or plastic containers, ranging in size from 0.95 L (1 Qt.) to 18.93 L (5 Gal.). The solution contains approximately 10% to 15% available chlorine. 2.3 TABLET OR GRANULAR HYPOCHLORITE Tablet or granular hypochlorite may be used if a solution container is utilized to provide a continuous feed method. JUNE 2008 2 of 6 SECTION 15041 Disinfection of Piping PART 3 EXECUTION 3.1 GENERAL A. Disinfection of pipelines shall not proceed until all appurtenances and any necessary sample ports have been installed and the Engineer provides authorization. B. Every effort shall be made to keep the water main and its appurtenances clean and dry during the installation process. C. All piping, valves, fittings, and appurtenances which become contaminated during installation shall be cleaned, rinsed with potable water, and then sprayed or swabbed with a 5 percent sodium hypochlorite disinfecting solution prior to installation. D. Water mains under construction that become flooded by storm water, runoff, or groundwater shall be cleaned by draining and flushing with metered potable water until clear water is evident. Upon completion, the entire main shall be disinfected using a method approved by the Engineer. 3.2 METHODS A. Chlorine (Gas) 1. Only vacuum-operated equipment shall be used. Direct-feed chlorinators, which operate solely from gas pressure in the chlorine cylinder, shall not be permitted. The equipment shall incorporate a backflow prevention device at the point of connection to the potable water source used to fill the line being tested. 2. The chlorinating agent shall be applied at the beginning of the system to be chlorinated and shall be injected through a corporation stop, a hydrant, or other approved connection to ensure treatment of the entire system being disinfected. 3. Only a certified, licensed chlorination and testing contractor shall perform gas chlorination work. The chlorination contractor must also possess a Grade II Treatment Plant Operator Certification from the State of California if required by the Engineer. B. Sodium Hypochlorite Solution (Liquid) 1. Sodium hypochlorite solution shall be used for cleaning and swabbing piping and appurtenances immediately prior to installation and for disinfecting all components of connections to the City's existing system. JUNE 2008 3 of 6 SECTION 15041 Disinfection of Piping 2. Sodium hypochlorite solution may be used for the initial disinfection of newly installed water mains. The solution shall be applied at a terminus of the system to be chlorinated using an injector which can adjust the amount of solution being injected into the piping system. The solution shall be injected in the appropriate concentration to achieve the specified concentration range of chlorine throughout the entire piping system. Where pumping equipment is used in conjunction with an injector, an integral backflow prevention device shall be used and connected to the potable water supply. 3. Water trucks, pumping equipment, piping, appurtenances and all other equipment in contact with potable water shall be disinfected prior to use. 4. Sodium hypochlorite solution may also be used to increase the total chlorine residual if the concentration from the initial chlorination of the system is found to be low. The solution shall be added to the system in sufficient amounts at appropriate locations to ensure that the disinfecting solution is present at a concentration within the specified range throughout the piping system. 3.3 PROCEDURE FOR DISINFECTING WATER MAINS AND APPURTENANCES A. The pipeline shall be filled at a rate not to exceed 1,135 liters per minute (300 GPM) or a velocity of 0.3m per second (1 foot per second), whichever is less. B. Disinfection shall result in a total chlorine concentration of not less than 25-mg/l. This concentration shall be evenly distributed throughout the system to be disinfected, using a continuous feed method of chlorination. C. All valves shall be operated with the disinfection solution present in the pipeline. All appurtenances such as air-vacuum relief valves, blowoffs, hydrants, backflow prevention devices, and water service laterals shall be flushed with the treated water a sufficient length of time to ensure a chlorine concentration within the specified range in all components of each appurtenance. (Note the limitations for discharge of chlorinated water outlined below.) D. The Engineer will verify the presence of the disinfection solution throughout the system by sampling and testing for acceptable chlorine concentrations at the various appurtenances and/or at the test ports provided by the Contractor. Areas of the system found to be below the specified chlorine concentration level shall receive additional flushing as noted above and/or additional disinfection solution as necessary. (Note the limitations for discharge of chlorinated water outlined below.) Addition of disinfection solution after the initial charging of the line shall be made by either the liquid chlorine (gas) method, or the sodium hypochlorite method as directed by the Engineer. JUNE 2008 4 of 6 SECTION 15041 Disinfection of Piping G. The chlorinated water shall be retained in the system for a minimum of 24 hours. The City Engineer will test the total chlorine residual. The system shall contain a total chlorine residual of not less than 80% of the initial total chlorine residual before the 24-hour soaking period began. If the total chlorine residual has decreased more than 20%, the system shall be soaked for an additional 24-hour period. If the total chlorine residual has not deceased after this additional 24-hour period, the system shall be flushed in accordance with the procedure detailed herein. If the total chlorine residual has decreased, the system shall be flushed in accordance with the procedure detailed herein, and shall be re-disinfected. Following a successful retention period as determined by the City Engineer, the chlorinated water shall be flushed from the system at its extremities and at each appurtenance, using potable water from a source designated by the City Engineer. The minimum water velocity during flushing shall be 0.9 meters per second (3 feet per second) or as directed by the Engineer. Flushing shall continue until the replacement water in the new system is equal in chlorine residual to the potable source of supply as verified by the City. (Note the limitations for discharge of chlorinated water outlined below.) The Contractor shall contract with a State certified sampling laboratory to perform sampling, transport samples and perform bacteriological sampling and testing as specified herein. 3.4 DISCHARGE OF CHLORINATED WATER A. Indiscriminate onsite disposal or discharge to sewer systems, storm drains, drainage courses or surface waters of chlorinated water is prohibited. B. In locations where chlorine neutralization is required, the reducing agent shall be applied to the water as it exits the piping system. The Developer shall monitor the chlorine residual during the discharge operations. Total residual chlorine limits in these locations, and for the discharge of chlorinated water from the testing of pipelines to surface waters of the San Diego Region are as follows: Total Residual Chlorine Effluent Limitations 30-Day Average - 0.002 mg/l Average Daily Maximum - 0.008 mg/l Instantaneous Maximum - 0.02 mg/l The various methods of dechlorination available can remove residual chlorine to concentrations below standard analytical methods of detection, 0.02 mg/l, which will assure compliance with the effluent limit. The Developer will perform all necessary tests, keeping and providing records to the Engineer to ensure that the total residual chlorine effluent limitations listed above are met. C. In locations where no hazard to the environment is evident based on the joint examination described above, the chlorinated water may be broadcast for dust control on the surface of the immediate site. Care shall be exercised in broadcasting the water to prevent runoff. JUNE 2008 5 of 6 SECTION 15041 Disinfection of Piping 3.5 BACTERIOLOGICAL TESTING The Contractor shall employ a State certified laboratory to perform bacteriological sampling and testing of all new system installations. The testing methodology employed by the City shall be as set forth in "Standard Methods for the Examination of Water and Waste Water" (current edition). Testing requirements are as set forth in the California Domestic Water Quality and Monitoring Regulations and commensurate with current requirements for surface water testing. The testing laboratory will analyze the samples for the presence of coliform bacteria and heterotrophic-type bacteria (heterotrophic plate count). The evaluation criteria employed by the City for a passing test sample is as follows: A. Coliform bacteria: no positive sample, and B. Heterotrophic plate count (HPC): 500 colony forming units/ml or less. 3.06 REDISINFECTION If the initial disinfection fails to produce satisfactory bacteriological test results, the pipeline system shall be re-flushed and re-sampled. If the second set of samples does not produce satisfactory results, the pipeline system shall be re-chlorinated, flushed, and re-stamped. The chlorination, flushing, and sampling procedure shall continue until satisfactory results are obtained. Re-disinfection and retesting shall be at the Contractor's expense. 3.07 DISINFECTING TIE-INS AND CONNECTIONS Pipes, fittings, valves and all other components incorporated into connections with the City's existing system shall be spray disinfected or swabbed with a liquid chlorine solution in accordance with AWWA C651 and as specified herein. Upon connection to the main, the line shall be flushed as directed by the City Engineer. Disinfection by this method is generally limited to assemblies of 20' or less in length. Alternate methods such as "predisinfection" prior to installation in accordance with AWWA C651 may be required at the discretion of the City Engineer. END OF SECTION JUNE 2008 6 of 6 SECTION 15041 Disinfection of Piping SECTION 15043 TESTING OF GRAVITY SEWER PIPELINES PART 1 - GENERAL 1.1 DESCRIPTION A. The CONTRACTOR shall furnish all tools, equipment, materials, and supplies and shall perform all labor required to complete the work as indicated on the Drawings and specified herein. B. This Section covers the performance of all pipeline flushing and testing, complete, for sanitary sewer system piping as specified herein and in accordance with the requirements of the Contract Documents. 1.2 RELATED WORK SPECIFIED ELSEWHERE A. Polyvinyl Chloride (PVC) Gravity Sewer Pipe: 15063 1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Comply with the applicable reference specifications as specified in the GENERAL PROVISIONS. 1.4 CONTRACTOR SUBMITTALS A. Submittals shall be made in accordance with the GENERAL PROVISIONS. B. The CONTRACTOR shall submit in writing all proposed plans for testing, and for water conveyance, control and disposal. The CONTRACTOR shall also submit written notice 48 hours in advance of the proposed testing schedule for review and concurrence of the ENGINEER. 1.5 QUALITY ASSURANCE (NOT USED) PART 2 - PRODUCTS 2.1 GENERAL A. Temporary valves, plugs, bulkheads, and other air pressure testing and water control equipment and materials shall be provided by the CONTRACTOR subject to the ENGINEER'S review. No materials shall be used which will be injurious to pipeline structure and future function. Air test gages shall be laboratory-calibrated annually. At the discretion of the City Engineer, gages shall be recalibrated by a certified laboratory at the CONTRACTOR'S expense prior to the leakage test. SECTION 15043 JUNE 2008 1 of 3 Testing of Gravity Sewer Pipeline PART 3 - EXECUTION 3.1 GENERAL A. Unless otherwise specified, water for testing will be furnished by the CONTRACTOR; and, the CONTRACTOR shall make all necessary provisions for conveying the water from the AGENCY-designated source to the points of use. B. Release of water from pipelines, after testing has been completed, shall be performed as directed by the ENGINEER. C. All testing operations shall be performed in the presence of the INSPECTOR. 3.2 SEWER PIPE CLEANING A. All sewer pipe shall be thoroughly flushed with clean water, from access-hole to access-hole with an appropriately sized inflatable ball. B. All construction debris and water shall be removed from each access-hole prior to removal of expandable plugs. C. Water used in flushing the new sewer mains and laterals shall not be discharged into the existing sewer system. 3.3 TESTING OF PIPELINE A. General: All gravity sewer pipes and service laterals shall be tested for exfiltration and/or infiltration and deflection, as specified. Sewer pipelines shall be backfilled prior to testing. All leakage tests of sanitary sewer systems shall be in conformance with SSPWC Section 306-1.4.1. B. Water Exfiltration Test shall be in conformance with SSPWC Section 306-1.4.2. C. Water Infiltration Test shall be in conformance with SSPWC Section 306-1.4.3. Unless otherwise specified, infiltration will be measured by the CONTRACTOR using measuring devices approved by the ENGINEER. D. Air Pressure Test shall be in conformance with SSPWC Section 306-1.4.4. E. At the CONTRACTOR'S option, joints may be air tested individually, joint by joint, with the use of specialized equipment. The CONTRACTOR shall submit its joint testing procedure for the ENGINEER'S review and approval prior to testing. Prior to each test, the pipe at the joint shall be wetted with water. The maximum test pressure shall be 3.0 psi. The minimum allowable pressure drop shall be 1.0 psi over a 30-second test period. F. Water Pressure Test shall be in conformance with SSPWC Section 306-1.4.5. SECTION 15043 JUNE 2008 2 of 3 Testing of Gravity Sewer Pipeline G. Deflection Test: All flexible and semi-rigid main line pipe shall be tested in accordance with SSPWC Sections 306-1.2.12 and 306-1.2.13 for deflection, joint displacement, or any other obstruction by passing a rigid mandrel through the pipe by hand, not less than 30 days after completion of the trench backfill, but prior to permanent resurfacing. The mandrel shall be a full circle, solid cylinder, or a rigid, non-adjustable, odd-numbered leg (9 leg minimum) steel cylinder, accepted by the ENGINEER as to design and manufacture. The circular cross section of the mandrel shall have a diameter of at least 95 percent of the specified average inside diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe. Obstructions encountered by the mandrel shall be corrected by the CONTRACTOR. 3.4 CLOSED CIRCUIT TELEVISION INSPECTION A. A closed circuit television inspection shall ne conducted of new sewer lines after sewer pipe cleaning and mandrel testing. B. Closed circuit television inspections shall be performed in accordance with the SSPWC, 500-1.1.5. Video documentation shall be provided in digital format (DVD). C. All defects and evidence of reverse slope by ponding of water or dips in pipe alignment revealed by the closed circuit television inspection shall be repaired to the satisfaction of the City Engineer at the Contractor's expense. END OF SECTION SECTION 15043 JUNE 2008 3 of 3 Testing of Gravity Sewer Pipeline SECTION 15063 POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE PART 1 - GENERAL 1.1 DESCRIPTION This section designates the requirements for the manufacture and installation of polyvinyl chloride, abbreviated PVC, gravity sewer pipe to be furnished and installed by the Contractor, at the location and to the lines and grades shown on the Plans as herein specified. This work shall be in accordance with these specifications and the City of Carlsbad Standards for Sanitary Sewers. 1.2 REFERENCE STANDARDS ASTM D2321 Underground Installation of Flexible Thermoplastic Sewer Pipe ASTM D2412 Pipe Stiffness Test ASTM D3034 PVC Sewer Pipe and Fittings (4" to 15") ASTM D3212 Joints for Drain and Sewer Plastic Pipe Using Elastomeric Seals ASTM F477 Elastomeric Gaskets for Joining Plastic Pipe ASTM F679 PVC Large Diameter Gravity Sewer Pipe and Fittings (18" to 27") UNI-B-5 Uni Bell Recommended Practice for the Installation of PVC Sewer Pipe 1.3 RELATED WORK DESCRIBED ELSEWHERE The Contractor shall refer to the following Specification section(s) for additional requirements: A. Trenching, Excavation, Backfilling and Compaction: 02223 B. Cast-ln-Place Concrete: 02200 C. Testing of Gravity Sewer Pipelines: 15045 1.4 SUBMITTALS The Contractor shall furnish submittals in accordance with the Section 01300 and General Provisions. Submittals are required for the following: A. Submit Shop Drawings, material lists, manufacturer's literature and catalog cuts and other information. B. An affidavit from the pipe manufacturer including compliance with requirements of the Plans and Specifications shall be delivered with the pipe. 1.5 QUALITY ASSURANCE A. The manufacturer of each shipment of pipe shall be required to supply a statement certifying that each lot or load of pipe has been subjected to the tests specified for PVC gravity sewer pipe. Tests shall show that the pipe has been found to meet all the requirements of ASTM D3034, F679, and/or F794 as applicable. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Sewer Pipe CP3537 August 2008 15063-1 B. Sewer pipe shall be furnished in standard 14' or 20' lengths, unless otherwise detailed or required on the Approved Plans. Random lengths may be furnished but shall not exceed 15% of the total footage. C. PVC pipe and couplings shall bear indelible identification markings as required by ASTM D3034, F679 and/or F794 and as follows: 1. All pipe, fittings, and couplings shall be clearly marked at an interval not to exceed 5' as follows: a. Nominal pipe diameter. b. PVC cell classification. c. Company, plant, date of manufacture, ASTM and SDR designation. Fittings and couplings do not require the SDR designation. d. Service designation or legend. All pipe shall have home marks on the spigot ends to indicate proper penetration when joints are made. 2. 1.6 DELIVERY, STORAGE, AND HANDLING A. PVC pipe shall be stored in suppliers' yards and on the job site in accordance with AWWA M23 and the manufacturer's recommendations. PVC pipe that has been subjected to excessive ultraviolet radiation from the sun shall not be used. The determination as to the acceptability of PVC pipe faded by the sun's radiation shall rest solely with the City's Engineer. B. Store PVC pipe in the field by supporting the pipe uniformly per AWWA M23. Do not stack pipe higher than 4' or stack the pipe with weight on the bell ends. Cover stored PVC pipe to protect it from the sun's ultraviolet radiation. Any pipe that has been contaminated with any petroleum products (inside or outside) shall not be installed. C. Pipe and fittings shall be handled according to manufacturer's recommendations. Proper care shall be used to prevent damage in handling, moving, and placing the pipe. All pipe, fittings, and other pipeline materials shall be lowered into the trench in a manner that prevents damage. Pipe shall not be dropped, dragged or handled in a manner that will cause bruises, cracks, or other damage. PVC pipe or fittings that have been gouged or scratched shall be subject to rejection as determined by the City Engineer. PART 2 - MATERIALS 2.1 GENERAL PVC gravity sewer pipe shall be made of PVC plastic having a cell classification of 12454-B, 13364-A, or 13364-B as defined in ASTM D1784. The fittings shall be made of PVC plastic having a cell classification of 12454-B, 12454-C, or 13343-C as defined in ASTM D1784. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project CP 3537 August 2008 PVC Sewer Pipe 15063-2 2.2 PIPE A. PVC gravity sewer pipe, fittings, coupling and joints, 4-inch through 15-inch, shall be manufactured in conformance with the requirements of ASTM D3034, SDR 35 and shall have gasketed joints. All pipe shall be of solid wall construction with smooth interior and exterior surfaces. B. PVC gravity sewer pipe, fittings, coupling and joints, 18-inch through 21-inch, shall be manufactured in conformance with the requirements of ASTM F679 with T-1 wall thickness and shall have gasketed joints. All pipe shall be of solid wall construction with smooth interior and exterior surfaces. C. The minimum pipe stiffness for both small diameter and large diameter PVC gravity sewer pipe shall be 46 psi according to ASTM D2412. D. Pipe Manufacturer's, or equal 1. J-M Manufacturing, Co. 2. Certainteed Corp. 3. Diamond Plastics 2.3 JOINTS A. The pipe shall be jointed with an integral bell gasketed joint that meets the requirements of ASTM D3212. The gasket shall be manufactured from a synthetic elastomer and factory installed in the belled end of the pipe. Gasket shall conform to ASTM F477. B. All pipe shall have a homemark on the spigot end to indicate proper penetration when the joint is made. The socket and spigot configurations for fittings and couplings shall be compatible to those used for the pipe. PART 3 - EXECUTION 3.1 GENERAL A. At all times when the work of installing pipe is not in progress, including worker break times, close the ends of the pipe with a tight-fitting, vermin-proof and child-proof, cap or plug. Do not permit trench water to enter the pipe. Dp not place tools, clothing, or other materials in the pipe. The Contractor shall maintain the interior of the pipe in a sanitary condition free from foreign materials. B. Where pipe sections less than standard pipe lengths are required, the pipe sections shall be installed in accordance with the manufacturer's installation guide and shall only be used with the approval of the City Engineer. The minimum pipe length permitted is 5' when used to connect to manholes and cleanouts. The minimum pipe length permitted for stub outs shall be 36". 3.2 TRENCHING, BACKFILLING AND COMPACTION Trenching, bedding, backfilling and compaction operations shall be performed in accordance with Section 02223. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Sewer Pipe CP 3 53 7 August 2008 15063 - 3 3.3 DEWATERING The Contractor shall provide and maintain at all times during construction ample means and devices to promptly remove and dispose all water from any source entering trench excavations or other parts of the work in accordance with Section 02223. Any damage caused by flooding of the trench shall be the Contractors responsibility. Dewatering shall be performed by methods that will maintain a dry excavation, preservation of the final lines and grades and protection of all utilities. Sewer mains shall not be used as drains for dewatering construction trenches. If flooding or the trench does occur, the Contractor shall immediately dewater and restore the trench. Damaged or altered pipeline appurtenances or trench materials shall be repaired or replaces as directed by the Engineer. 3.4 PIPELINE INSTALLATION When the work requires and the size of the pipe allows entry of personnel into the pipe, the Contractor shall comply with all Federal and State regulations for confined space entry. Work inside pipelines shall not be undertaken until all the tests and safety provisions of the Code of Federal Regulations 1910.146, and the General Industry Safety Orders of the California Code of Regulations, Title 8, Section 5159 for confined space entry have been performed and the area is verified as safe to enter. The Contractor shall furnish and install all pipe, specials, fittings, closure pieces, supports, gaskets, jointing materials, and all other appurtenances as shown and as required to provide a complete and workable installation. Pipe installation shall be as recommended in UNI-B-5 except as modified below and as shown on the Approval Plans. A. Inspect each section of pipe prior to lowering the pipe into the trench. Thoroughly clean the ends of the pipe. Remove foreign matter and dirt from inside of the pipe and keep pipe clean during and after installation. B. Install pipe according to the manufacturer's approved order of installation to the proper lines and grades as shown on the Approved Plans. 1. Pipe shall be installed with pipe bells up-grade. Lay pipes uphill if the grade exceeds 10 percent (10%). 2. Installation tolerances for the pipe shall not vary more than 2" horizontally or 1" vertically from the alignment and elevation shown on the Approved Plans. 3. Install the pipe such that the identification markings on each pipe section are continuously aligned for the total length of the pipeline alignment. Orient the strip marking upwards to the 12 o'clock position (top) of the trench opening. 4. Avoidance of reverse slope: Any pipeline installed with reversed slope, as evidence by ponding of water or sag, is not allowed. Any such pipeline shall be removed and replaced (at proper line and grade) to the nearest upstream and downstream sewer structure as directed by the City Engineer. C. The pipe shall have firm bearing along its full length, and bell holes shall be provided at each joint to permit visual inspection of the joint and prevent the pipe from being supported by the bell and or coupling. D. Field cutting and milling shall be accomplished to equal the quality of shop-fabricated ends in accordance with the manufacturer's written instructions. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Sewer Pipe CP3537 August 2008 15063-4 E. Pipe Assembly: Assemble the pipe joint using the lubricant supplied by the pipe manufacturer. Insert the spigot end into the bell or coupling to proper insertion mark. Check that the elastomeric ring has not left the groove during assembly by passing a feeler gauge around the completed joint. Drive the spigot end into the bell in accordance with the manufacturer's recommendations. Stabbing shall not be permitted. F. Pipe curvature shall comply with design requirements specified in Chapter 6 of Volume 1 of the Carlsbad Engineering Standards. Mechanical means shall not be used to accomplish bending. Bending should be done manually by workers in the trench. Curvature will be accomplished by bending the pipe rather than deflecting joints. G. PVC wyes shall be located where shown on the Approved Plans in accordance with the Standard Drawings. Wyes shall not be placed closer than 5' from the exterior of any structure such as manholes. 3.5 SEWER LATERALS A. The Contractor shall install sewer laterals using wye-branch fittings sized and located as shown on the Approved Plans. B. All sewer laterals that are to be left unconnected to a building lateral extension shall be capped and identified as shown on the Standard Drawings. C. All sewer laterals shall run perpendicular from the sewer main to the property line. They shall be bedded, backfilled and compacted the same as the sewer main into which they connect in accordance with Section 02223. D. All Sewer laterals shall be plugged or capped at the end of the last joint, to withstand the internal pressure during leakage and infiltration testing. 3.6 SADDLE CONNECTIONS TO EXISTING SEWER MAINS The Contractor shall furnish the saddle fitting, appurtenances and all other materials necessary to complete the connection. The Contractor shall provide all equipment and labor required for the excavation and installation of the connection including, but not limited to backfill and pavement replacement. In certain circumstances the Contractor may be required to provide a water truck, bypass pump, and fittings as part of the equipment for making the connections. Emergency standby equipment or materials may be required of the Contractor by the City Engineer. Saddle connections to existing sewer mains for the tie-in of new sewer laterals shall be as follows: A. Prior to construction, Contractor shall pothole the existing pipe at the location of the proposed connection. The City shall inspect the pothole prior to Contractor's repair of trench. Contractor shall record the following information on Record Drawings: 1. Pipe size, outside diameter. 2. Pipe type such as PVC or VCP. 3. Elevation, grade, and alignment. 4. Can the tie-in be made at the indicated location, assure no collars, pipe bells, fittings or couplings exist in the area of the connection. 5. Potential conflicts with existing utilities. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Sewer Pipe CP3537 August 2008 15063-5 B. To facilitate the proposed connection and allow for slight adjustment in alignment, the Contractor shall leave a minimum 10' gap between the new pipe installation and the proposed connection point at the existing main. The Contractor shall leave a gap longer than 10' if conditions warrant, or if directed by the Engineer. C. After the City Engineer has given approval to proceed with the connection, the Contractor shall schedule the connection with the City Engineer. 1. Tie-ins will be scheduled at the convenience of the City. Work may be scheduled for nights and weekends if required. 2. The Contractor shall give the City Engineer a minimum of five (5) working days notice prior to any proposed excavation. Scheduling shall be subject to approval of the City Engineer. 3. The City Engineer may postpone or reschedule the connection operation if, for any reason, the City Engineer believes that the Contractor is improperly prepared with competent personnel, equipment, or materials to proceed with the connection. 4. If progress in completing the connection within the time specified is inadequate, the City Engineer may order necessary corrective measures. Corrective measures may consist of directing City personnel or another contractor to complete the work. All costs for corrective measures shall be borne by the Contractor. D. Contractor may proceed with the excavation and connection, only when approved materials are onsite, connection operations have been scheduled and a copy of the approved traffic control plan has been supplied to the City Engineer. 1. The Contractor shall saw-cut pavement, excavate and provide and install shoring and steel plating, when necessary, one day prior to the wet tap or cut-in installation. 2. The Contractor shall provide lights, barricades and traffic control in accordance with the Agency of jurisdiction as deemed necessary for the excavation by the City Engineer. 3. After the City Engineer has given approval to proceed, the Contractor shall complete the installation as shown on the Approved Plan in accordance with Standard Specifications including: a. Installing the pipe section(s) necessary to make the closure to the new system. b. Complete all backfill and compaction of the trench in accordance with Section 02223. c. Make all pavement repairs and/or replacement as necessary in accordance with agency of jurisdiction requirements. d. Discard pipe and appurtenances removed from service as specified in this Section. e. In lieu of a saddle connection, a wye connection may be made by cutting the sewer and installing a wye. All applicable provisions of this Specification will be adhered to in making a cut-in wye connection. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Sewer Pipe CP 3537 August 2008 15063 - 6 3.7 CONNECTION TO EXISTING SEWER SYSTEMS A. Connection to the existing sewer system at an existing manhole or dead end shall be made as shown on the Approved Plans in accordance with Section 03460. All work shall be performed in the presence of the City Engineer. B. In order to prevent accidental use of the new sewer before completion and acceptance, the new inlet to the existing tie-in manhole and outlet of the new upstream manhole shall be sealed with expandable plugs. Installation of plugs shall be in accordance with the manufacturer's recommendations and as approved by the City Engineer. Plugs shall be removed at the time of final inspection or as directed by the City Engineer. 3.8 PIPELINE ABANDONMENT A. Sewer pipelines specifically identified to be abandoned in-place shall be slurry filled with a 2- sack cement slurry. All other inactive sewer lines shall be removed, unless directed otherwise by the City Engineer. B. Sewer laterals shall be cut and capped at the main or property line, as directed by the City Engineer. END OF SECTION City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC Sewer Pipe CP 3537 August 2008 15063 - 7 .<—- SECTION 15064 \**r POLYVINYL CHLORIDE (PVC) PRESSURE PIPE AND FITTINGS (AWWA C900) PART 1 GENERAL 1.1 DESCRIPTION This section designates the requirements for the manufacture and installation of polyvinyl chloride, abbreviated PVC, pressure pipe, to be furnished and installed by the Contractor, at the location and to the lines and grades shown on the Plans as herein specified. Specifications for related Work are as follows: AWWA C900 PVC Pressure Pipe ANSI A21.10 Ductile Iron and Gray-Iron Fittings AWWA C110 Ductile Iron and Gray-Iron Fittings AWWA C153 Ductile Iron Compact Fittings AWWA Manual M23 Pipe Design and Installation 1.2 RELATED WORK DESCRIBED ELSEWHERE ... -#*9**. The Contractor shall refer to the following Specification section(s) for additional requirements: A. Disinfection of Piping: 15041 (Carlsbad Engineering Standards, 2008) B. Hydrostatic Testing of Pressure Pipeline: 15044(Carlsbad Engineering Standards, 2008) 1.3 SUBMITTALS The Contractor shall furnish submittals in accordance with Section 2-5.3 of the GENERAL PROVISIONS. Submittals are required for the following: A. Submit Shop Drawings, material lists, manufacturer's literature and catalog cuts and other information. Materials shall be selected from the Approved Materials list. B. Submit an affidavit from the pipe manufacturer that all delivered materials comply with the requirements of AWWA C900, the Plans and Specifications. 1.4 PAYMENT A. Payment for the Work in this section shall be included as part of the lump-sum or unit-price bid amount for which such Work is appurtenant thereto. /;^ B. Payment by the linear foot shall be for each diameter and for each pipe strength L^ designation measured horizontally over the pipe centerline. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15064 -1 PART 2- MATERIALS 2.1 GENERAL Material used to produce the pipe shall be made from Class 12454-A or B rigid polyvinyl chloride compounds in accordance with AWWA C900 Section 2.1 (Basic Materials), with an established hydrostatic design basis (HDB) equal to or greater than 4000 psi for water at 73.4 degrees F (23 C). Elastomeric gaskets shall comply with the requirements of AWWA C900 Sections 2.1.5 and 2.1.5.1 (Gaskets and Lubricants). 2.2 PIPE PVC pressure pipe, 4-inch through 12-inch, shall be manufactured in accordance with AWWA C900, and shall be of the sizes and pressure classes shown on the Plans. The pipe shall have integral bell and spigot joints with elastomeric gaskets in accordance with AWWA C900 Section 2.2 (Pipe Requirements). The pipe shall conform with the outside diameter of cast-iron pipe unless otherwise specified and shall conform with the wall thickness of DR series 14, 18, or 25. 2.3 FITTINGS All fittings for PVC pressure pipe shall be manufactured in accordance with ANSI A21.10, AWWA C110 or C153. All fittings shall be made of ductile iron and the letters "Dl" or "DUCTILE" shall be cast on them, unless otherwise specified. Bell size shall be for Class 1 50 and Class 200 cast-iron equivalent PVC pressure pipe, including the rubber-ring retaining groove. 2.4 SERVICES SADDLES Service saddles for PVC pressure pipe shall be made of silicone bronze or brass and shall be double banded or wide single band style and selected from the Approved Materials list. The band(s) and nuts shall be type 304 stainless steel and designed specifically for use with AWWA C900 PVC pipe. Each saddle shall accurately fit the contour of the pipe O.D. without causing distortion of the pipe. The saddle shall be securely held in place with stainless steel bolts and nuts. The service saddle shall have a published working pressure at least equal to the pressure class of the pipe on which it is installed. All saddles shall be provided with torque information and installation instructions. Saddles shall be in accordance with Carlsbad Rules and Regulations for the Construction of Potable Water Mains. 2.5 JOINT RESTRAINT SYSTEMS Joint Restraint Systems may be used for PVC or ductile-iron pipe when shown on the Approved Plans or with prior approval of the City Engineer. Contractor shall submit shop drawings and catalog data for joint restraint systems in accordance with the General Provisions. Joint Restraint Systems shall be ductile-iron and shall consist of a split-ring restraint with machined (not cast) serrations on the inside diameter and connecting bolts, and shall be selected from the Approved Materials List. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 1 5064 - 2 2.6 DEFLECTION COUPLINGS A. Deflection couplings shall be selected from the District's approved materials list and deflections shall not exceed 80% of the manufacturer's written recommendations. Depending on the manufacturer, this will result in a maximum allowable deflection of 2° at each bell for a maximum of 4° total deflection with each deflection coupling. Deflection couplings are allowed on AWWA C900 PVC pipe for pipe sizes 4" through 12". B. Deflection couplings for use with AWWA C905 PVC Pipe shall be submitted to and approved by the City Engineer prior to installation. PART 3- EXECUTION 3.1 PIPE LENGTHS Laying lengths shall be 20-feet with the manufacturer's option to supply up to 15% random (minimum length 10-feet) sections. No deflections at bells, fittings or of the pipe will be allowed. The use of deflection collars shall be required. 3.2 MARKING Each pipe length shall be marked showing the nominal pipe size, O.D. base, the AWWA pressure class, and AWWA specification designation in accordance with AWWA C900 Section 2.6 (Marking Requirements). For potable water application, the pipe shall be white or blue in color and the seal of the testing agency that verified the suitability of the material for such service shall be included. 3.3 EARTHWORK Excavation and backfill, including the pipe bedding, shall conform to the provisions of Section 02223. 3.4 GENERAL INSTALLATIONS PROCEDURES AND WORKMANSHIP PVC pressure pipe and fittings shall be installed per AWWA Manual M23 "PVC Pipe-Design and Installation", and as herein specified. Proper care shall be used to prevent damage in handling, moving, and placing the pipe. Hoist pipe with fork lift or other handling equipment to prevent major damage or shorten its service life. A cloth belt sling or a continuous fiber rope shall be used to prevent scratching the pipe. The pipe shall be lowered and not dropped from the truck. Dropped pipe will be rejected. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15064 - 3 Prior to laying the pipe, the bottom of the trench shall be graded and prepared to provide uniform bearing throughout the entire length of each joint of pipe. Bell holes of ample dimension shall be dug in the bottom of the trench at the locations of each joint to facilitate the joining. The trench shall have a flat or semi-circular bottom conforming to the grade to which the pipe is to be laid. The pipe shall be accurately placed in the trench to the lines and grades on the Plans. Fittings shall be supported independently of the pipe. 3.5 LONGITUDINAL BENDING Neither Longitudinal bending nor deflection of joints is allowed on AWWA C900 PVC pressure pipe. Deflections less than allowed with standard ductile iron fittings shall be accomplished with the use of deflection couplings designed for use with AWWA C900 PVC pipe. Deflection couplings shall be selected from the District's approved materials list and deflections shall not exceed 80% of the manufacturer's written recommendations. Depending on the manufacturer, this will generally result in a maximum allowable deflection of 2° at each bell for a maximum of 4° total deflection with each deflection coupling. Deflection couplings are allowed on AWWA C900 PVC pipe for pipe sizes 4" through 12". Deflection couplings for larger pipe require the specific approval of the City Engineer. 3.6 PIPE JOINT ASSEMBLY The spigot and bell shall slide together without displacement of the rubber gasket. The joint shall be dirt free. The best laying practice is with the bell facing in the direction of laying. Insert the rubber ring into the groove making sure the ring is completely seated. Lubrication of the spigot and instruction of use shall be supplied by the pipe manufacturer. The spigot shall be inserted into the bell and forced slowly into position by use of a large bar lever and a wood block across the pipe end. For large pipe, a come-along (with padding that will not scratch the pipe) may be used. 3.7 CONCRETE THRUST BLOCKS Concrete thrust blocks shall be placed as shown on the Plans and shall conform to the requirement of Section 03000. Concrete blocks shall be placed between the undisturbed ground and the fittings to be anchored. Quantity of concrete and the bearing area of the pipe and undisturbed soil shall be as shown on the Plans, unless otherwise determined by the City Engineer. The concrete shall be placed, unless specifically shown otherwise on the Plans, so that the pipe joints and fittings will be accessible to repairs. 3.8 JOINT RESTRAINT SYSTEMS Joint Restraint Systems shall be installed as shown on the Approved Drawings and in accordance with the manufacturer's recommendations. Joint Restraint Systems may be used in lieu of concrete thrust blocks with permission of the City Engineer. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15064 - 4 3.9 PREVENTING FOREIGN MATTER FROM ENTERING THE PIPE At all times when pipe laying is not in progress, the open end of the pipe shall be closed with a tight-fitting cap or plug to prevent the entrance of foreign matter into the pipe. These provisions shall apply during the noon hour as well as overnight. In no event shall the pipeline be used as a drain for removing water which has infiltrated into the trench. The Contractor shall maintain the inside of the pipe free from foreign materials and in a clean and sanitary condition until its acceptance by the City Engineer. 3.10 LEAKAGE TEST General: All pipelines shall be tested in accordance with Section 15044, Hydrostatic Testing of Pressure Pipe of City of the Carlsbad Engineering Standards, 2008. 3.11 DISINFECTION Disinfection shall be in accordance with Section 15041, Testing, Flushing and Disinfection of Piping of City of the Carlsbad Engineering Standards, 2008. END OF SECTION City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15064 - 5 SECTION 15066 POLYVINYL CHLORIDE (PVC) WATER TRANSMISSION PIPE AND FITTINGS (AWWA C905) PART 1 GENERAL 1.1 DESCRIPTION This section designates the requirements for the manufacture and installation of polyvinyl chloride, abbreviated PVC, water transmission pipe to be furnished and installed by the Contractor at the location and to the lines and grades shown on the Plans as herein specified. Specifications for related Work are as follows: AWWA C905 PVC Water Transmission Pipe ANSI 21.10 Ductile Iron and Gray Iron Fittings AWWA C110 Ductile Iron and Gray Iron Fittings AWWA C153 Ductile Iron Compact Fittings AWWA Manual M23 PVC Pipe Design and Installation 1.2 RELATED WORK DESCRIBED ELSEWHERE The Contractor shall refer to the following Specification section(s) of City of Carlsbad Engineering Standards, 2008 for additional requirements: A. Disinfection of Piping: 15041 B. Hydrostatic Testing of Pressure Pipeline: 15044 1.3 SUBMITTALS The Contractor shall furnish submittals in accordance with Section 2-5.3, of the GENERAL PROVISIONS and Specification 01300. Submittals are required for the following: A. Submit Shop Drawings, material lists, manufacturer's literature and catalog cuts and other information. Materials shall be selected from the Approved Materials list. B. Submit an affidavit from the pipe manufacturer that all delivered materials comply with the requirements of AWWA C905, the Plans and Specifications. 1.4 PAYMENT A. Payment for the Work in this section shall be included as part of the lump-sum or unit-price bid amount for which such Work is appurtenant thereto. B. Payment by the linear foot shall be for each diameter and for each pipe strength designation measured horizontally over the pipe centerline. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15066 -1 PART 2 - MATERIALS 2.1 GENERAL Material used to produce the pipe shall be made from Class 12454-A or B rigid polyvinyl chloride compounds in accordance with AWWA C905 Section 2.1 (Basic Materials), with an established hydrostatic design basis (HDB) equal to or greater than 4000 psi for water at 73.4 degrees F (23nC). Elastomeric gaskets shall comply with the requirements of AWWAC905 Sections 2.1.3 (Elastomeric Gaskets) and 2.1.4 (Gaskets and Lubricants). 2.2 PIPE PVC water transmission pipe, 14-inch through 30-inch, shall be manufactured in accordance with AWWA C905, and shall be of the sizes and dimension ratios (DR) shown on the Plans. If a pressure class is called for on the Plans, it shall mean the pressure rating (PR) as defined in AWWA C905. The pipe shall have integral bell and spigot joints with elastomeric gaskets in accordance with AWWA C905 Section 3 (Pipe Requirements). The pipe shall conform with the outside diameter of cast-iron pipe unless otherwise specified and shall conform with the wall thickness of DR series 18 or 25. 2.3 FITTINGS All fittings for PVC water transmission pipe shall be manufactured in accordance with ANSI A21.10, AWWA C110 or C153. All fittings shall be made of ductile iron and the letters "Dl" or "DUCTILE" shall be cast on them, unless otherwise specified. Bell size shall be for Class 165 and Class 235 cast-iron equivalent PVC water transmission pipe, including the rubber-ring retaining groove. 2.4 SERVICE SADDLES Service connections to 16 inch and larger water transmission pipe shall not be allowed unless specifically called for on the Plans and approved by the City Engineer. 2.5 JOINT RESTRAINT SYSTEMS Joint Restraint Systems may be used for PVC or ductile-iron pipe when shown on the Approved Plans or with prior approval of the City Engineer. Contractor shall submit shop drawings and catalog data for joint restraint systems in accordance with the General Provisions. Joint Restraint Systems shall be ductile-iron and shall consist of a split-ring restraint with machined (not cast) serrations on the inside diameter and connecting bolts, and shall be selected from the Approved Materials List. 2.6 DEFLECTION COUPLINGS Deflection couplings for use with AWWA C905 PVC Pipe shall be submitted to and approved by the City Engineer prior to installation. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15066 - 2 PART 3 - EXECUTION 3.1 PIPE LENGTHS Laying lengths shall be 20-feet with the manufacturer's option to supply up to 15% random (minimum length 10-feet) sections. 3.2 MARKING Each pipe length shall be marked showing the nominal pipe size, O.D. base, the AWWA pressure class, and AWWA specification designation in accordance with AWWA C905 Section 4.7 (Marking Requirements). The pipe shall be white or blue in color and the seal of the testing agency that verified the suitability of the material for potable water service shall be included. 3.3 EARTHWORK Excavation and backfill, including the pipe bedding, shall conform to the provisions of Section 02200, Earthwork, and AWWA C905 Section A6 installation. 3.4 GENERAL INSTALLATIONS PROCEDURES AND WORKMANSHIP PVC water transmission pipe and fittings shall be installed per AWWA Manual M23 "PVC Pipe-Design and Installation", and as herein specified. Proper care shall be used to prevent damage in handling, moving, and placing the pipe. Hoist pipe with fork lift or other handling equipment to prevent major damage or shorten its service life. A cloth belt sling or a continuous fiber rope shall be used to prevent scratching the pipe. The pipe shall be lowered and not dropped from the truck. Dropped pipe will be rejected. Prior to laying the pipe, the bottom of the trench shall be graded and prepared to provide uniform bearing throughout the entire length of each joint of pipe. Bell holes of ample dimension shall be dug in the bottom of the trench at the locations of each joint to facilitate the joining. The trench shall have a flat or semi-circular bottom conforming to the grade to which the pipe is to be laid. The pipe shall be accurately placed in the trench to the lines and grades on the Plans. Fittings shall be supported independently of the pipe. 3.5 LONGITUDINAL BENDING Neither Longitudinal bending nor deflection of joints is allowed on AWWA C905 PVC pressure pipe. Deflections less than allowed with standard ductile iron fittings may be accomplished with the use of deflection couplings designed for use with AWWA C905 PVC pipe, as allowed by the City Engineer. If allowed, deflections shall not exceed 80% of the manufacturer's written recommendations. 3.6 PIPE ASSEMBLY The spigot and bell shall slide together without displacement of the rubber gasket. The joint shall be dirt free. The best laying practice is with the bell facing in the direction of laying. City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15066 - 3 Insert the rubber ring into the groove making sure the ring is completely seated. Lubrication of the spigot and instruction of use shall be supplied by the pipe manufacturer. The spigot shall be inserted into the bell and forced slowly into position by use of a large bar lever and a wood block across the pipe end. For large pipe, a come-along (with padding that will not scratch the pipe) may be used. Combined horizontal and vertical deflections at PVC pipe joints shall not exceed that recommended by AWWA Manual M23 or published recommendations of the manufacturer (the maximum total deflection allowed shall be one and one-half degrees). 3.7 CONCRETE THRUST BLOCKS Concrete thrust blocks shall be placed as shown on the Plans and shall conform to the requirements of Section 03000 of City of Carlsbad Engineering Standards, 2008. Concrete blocks shall be placed between the undisturbed ground and the fittings to be anchored. Quantity of concrete and the bearing area of the pipe and undisturbed soil shall be as shown on the Plans, unless otherwise determined by the City Engineer. The concrete shall be placed, unless specifically shown otherwise on the Plans, so that the pipe joints and fittings will be accessible to repairs. 3.8 JOINT RESTRAINT SYSTEMS Joint Restraint Systems shall be installed as shown on the Approved Drawings and in accordance with the manufacturer's recommendations. Joint Restraint Systems may be used in lieu of concrete thrust blocks with permission of the City Engineer. 3.9 PREVENTING FOREIGN MATTER FROM ENTERING THE PIPE At all times when pipe laying is not in progress, the open end of the pipe shall be closed with a tight-fitting cap or plug to prevent the entrance of foreign matter into the pipe. These provisions shall apply during the noon hour as well as overnight. In no event shall the pipeline be used as a drain for removing water, which has infiltrated into the trench. The Contractor shall maintain the inside of the pipe free from foreign materials and in a clean and sanitary condition until its acceptance by the Owner. 3.10 LEAKAGE TEST General: All pipelines shall be tested in accordance with the Section 15044, Hydrostatic Testing of Pressure Pipeline of City of Carlsbad Engineering Standards, 2008. 3.11 DISINFECTION Disinfection shall be in accordance with Section 15041, Disinfection of Piping of City of Carlsbad Engineering Standards, 2008. END OF SECTION City of Carlsbad North Agua Hedionda Interceptor Sewer Replacement Project PVC C900 Pipe CP 3537 August 2008 15066 - 4 APPENDIX A PROJECT SIGN DETAIL APPENDIX "A' PAINT FRONT * BACK Of SON »TH ONE COAT WHITE PRIUER * TW COATS aoss mm ENAUCL. BORDER urn inmate tarn aoss BLACK ENAUEL 1/2' DIA X 5" LAG BOLT HTH WASHER. 6 REQUIRED. DRILL PILOT HOLES IN POSTS /— J/<" STRUCTURAL I DOUGLAS FIR A-C PLYWOOD. TOUCH SANDCD EXTERIOR CLU[ 4'-0" 7-0" MINIMUM 12'-0" MINIMUM QITY OF CARLSBAD (j)RTH AGUA HEDIONDA INTERCEPT© i ! SEWER REALIGNMENT PROJECT ! i CONTRACTOR: I . CIVIL ENGINEER: DUDEK AND ASSOCIATED? i (CLAUDE A. "BUD" LEWIS ROMAN/i FINNILA I MAYOR PRO-TEU | 1 I |ANN J.|KULCHIN I COUNCIL MEMBER MAH HALL | COUNCIL! MEMBER I JULIANNE| NYGAAi^D . MEMBER| TEXT CL SIGN CL COUNCIL ME) TtXT CL 2'-3 1/2" -SCAL DCCAL PROMOfD !'-8 1/2"1-8 1/2" 8'-0" 5'-0~ RS-J-OfM/i. G BREAKAWAY KATUK PER CALTRANS SW.OOC RS-2 T NOTE: CONTRACTOR TO VERIFY ELECTED OFFICIALS PRIOR TO FABRICATION. DETAIL - PROJECT SIGN NO SCALE SEE PAGE 2 FOR LETTERING DIMENSIONS PROJ. NO.3537 TITLE: PROJECT SIGN DETAIL PAGE OE 2 APPENDIX "A" 3IQSHAII I I I :vns: :'S&J—L.U MATT TIAI C130NC!L| "RtMHtK | " JULIANNE ' CDUNCIl I I TIYGAAKLTI ILL I I I JL* PROJ. NO.3537 TITLE: PROJECT SIGN DETAIL PAGE 2 OF 2 APPENDIX B SUPPLEMENTAL GEOTECHNICAL INVESTIGATION, MICROTUNNELING ACCESS SHAFTS, NORTH AGUA HEDIONDA INTERCEPTOR, PREPARED BY TERRACOSTA CONSULTING, JULY 9, 2007 SUPPLEMENTAL GEOTECHNICAL INVESTIGATION MICROTUNNELING ACCESS SHAFTS NORTH AGUA HEDIONDA INTERCEPTOR CARLSBAD, CALIFORNIA Prepared for DUDEK & ASSOCIATES, INC. Encinitas, California Prepared by TERRACOSTA CONSULTING GROUP, INC. San Diego, California Project No. 2181-3 July 9, 2007 Geotechnical Engineering Coastal Engineering Maritime Engineering Project No. 2181 July 9,2007 Mr. Russ Bergholz DUDEK & ASSOCIATES, INC. 605 Third Street Encinitas, California 92024 SUPPLEMENTAL GEOTECHNICAL INVESTIGATION MICROTUNNELING ACCESS SHAFTS NORTH AGUA HEDIONDA INTERCEPTOR CARLSBAD, CALIFORNIA Dear Mr. Bergholz: In accordance with your request, TerraCosta Consulting Group, Inc. (TCG) has performed additional subsurface investigative work for the proposed microtunneling access shafts for the City of Carlsbad's North Agua Hedionda Interceptor project located near the northern shore of North Agua Hedionda lagoon in the City of Carlsbad, California. The accompanying report presents the results of our supplemental geotechnical investigation and our recommendations for the microtunneling operations for new sewer lines to be constructed as part of the project. We appreciate the opportunity to be of service and trust this information meets your needs. If you have any questions or require additional information, please give us a call. Very truly yours, TERRACOSTA CONSULTING GROUP, INC. lattflEw W.~Eclcert, Ph.D., Dir. of Engineering R.C.E. 45171,R.G.E. 2316 Jraven R. Smillie, Princi C.E.G. 207, P.O. 402 MWE/BRS/jg Attachments (6) Addressee o 4455 Murphy Canyon Road, Suite 100 A San Diego, California 92123-4379 A (858) 573-6900 voice A (858) 573-8900 fax 2601 Ocean Park Blvd, Suite 110 A Santa Monica, California 90405 A (310) 399-8190 voice A (310) 399-8195 fax www.terracosta.com DUDEK & ASSOCIATES July 9, 2007 Project No. 2181-3 TABLE OF CONTENTS 1 INTRODUCTION 1 2 PURPOSE AND SCOPE OF INVESTIGATION 1 3 FIELD INVESTIGATION AND LABORATORY TESTING 2 3.1 Field Investigation 2 3.2 Laboratory Testing 3 4 SITE CONDITIONS AND GEOLOGY 3 4.1 Subsurface Soils 3 4.2 Groundwater Conditions 4 5 DISCUSSION AND CONCLUSIONS 5 5.1 General 5 5.2 Microtunneling Operations 6 5.2.1 Anticipated Subsurface Conditions along Proposed Microtunneling Segment... 6 5.3 Microtunneling 9 6 RECOMMENDATIONS 10 6.1 Site Preparation and Earthwork Operations 10 6.2 Excavations and Shoring Requirements 10 6.3 Microtunneling 11 7 LIMITATIONS 13 FIGURE 1 GEOLOGY AND VICINITY MAPS FIGURE 2 BORING LOCATION MAP FIGURES 3a - 3c GEOLOGIC PROFILES APPENDIX A LOGS OF EXPLORATORY BORINGS APPENDIX B LABORATORY TEST RESULTS N:\21\21Sl\2l81-3 ROI Suppl Geolcch Invest doc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181 -3 Page 1 SUPPLEMENTAL GEOTECHNICAL INVESTIGATION MICROTUNNELING ACCESS SHAFTS NORTH AGUA HEDIONDA INTERCEPTOR CARLSBAD, CALIFORNIA 1 INTRODUCTION This report presents the results of our supplemental geotechnical investigation for the proposed microtunneling access shafts (i.e., jacking and receiving shafts) to be used for construction of the proposed sewer pipeline improvements for the North Agua Hedionda Interceptor. The project site is located near the northeastern shore of Agua Hedionda Lagoon in the City of Carlsbad, California (Figure 1). Due to environmental issues associated with the project, the portion of the proposed interceptor that was originally planned along the shoreline has been relocated landward. The new alignment of this segment of the pipeline is shown on Figure 2. In addition, access limitations along this portion of the interceptor require that the installation of the interceptor be performed using trenchless methods. We understand that the micro- tunneling method has been selected, and that three access shafts are planned to facilitate the microtunneling efforts. The approximate locations of these access shafts are also shown on Figure 2. The profile of this segment of the interceptor is shown on Figures 3a through 3c. 2 PURPOSE AND SCOPE OF INVESTIGATION Our understanding of the project stems from discussions with Mr. Russ Bergholz of Dudek & Associates, Inc. The purposes of this study were: • To assess general subsurface conditions at the access pit locations; • To perform laboratory tests on samples collected from the borings to aid in characterizing subsurface conditions at the access pit sites; • To evaluate subsurface data in order to develop recommendations for the grading and proposed microtunneling operations; and N:\2l\218l\2l81-3 ROI Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181 -3 Page 2 • To provide a report summarizing our findings and recommendations regarding the proposed microtunneling operations. In order to accomplish these purposes, TCG performed the following tasks: • Advanced a test boring at, or near, each of the three proposed access pit locations; • Conducted limited laboratory testing, consisting of grain-size determination and unconfined compressive strength tests on selected samples; • Performed various analyses to characterize subsurface conditions as they relate to microtunneling, site preparation, and earthwork operations; and • Prepared this report, which summarizes our findings and presents our recommendations. 3 FIELD INVESTIGATION AND LABORATORY TESTING 3.1 Field Investigation Our field investigation, conducted March 5, 2007, consisted of drilling, sampling and logging three exploratory test borings (one at each of three proposed shaft sites) ranging from 25 to 50 feet in depth. The borings were advanced using a truck-mounted Versa Drill-VlOO drill rig equipped with 101 mm core barrel continuous-core samplers to obtain soil samples. The continuous-core sampler is a 5-foot-long, thin-walled sampler designed for use in soft rock applications. The sampler is pushed into the soil ahead of the drill string as the bore hole is advanced. With this technique, continuous relatively undisturbed core samples of soft rock, up to 5 feet in length, are obtainable. In soil deposits, the quality of sample is related to the amount of fines (material passing a No. 200 sieve). Those portions of core runs encountering fairly clean sands are generally very disturbed. The core run number, box number, percent recovered, and RQD were reported for each run of the sampler. The locations of the borings are shown on Figures 2 and 3a through 3c. A geologist from our firm logged the borings and obtained representative soil samples for visual classification and evaluation of geotechnical characteristics. A Key to Excavation Logs is presented in Appendix A as Figure A-l. Final logs of the borings are presented as Figures A-2 through N:\21\2181\2181-3 R01 Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181 -3 Page 3 A-4. The descriptions on the logs are based on our field logs and on subsequent sample inspections. 3.2 Laboratory Testing We performed both grain size distribution and unconfmed compression strength tests on selected soft rock samples at, or near, the proposed invert elevation of the pipe. A summary of the laboratory tests results is presented in Appendix B of this report. 4 SITE CONDITIONS AND GEOLOGY The existing North Agua Hedionda sewer interceptor alignment is located along the northerly shoreline of Agua Hedionda Lagoon. Elevations along the project alignment range from approximately 0 to 10 feet, Mean Sea Level (MSL) datum. The existing 1,800 lineal feet of subject sewer easement traverses a low coastal bluff and undeveloped hillside. The general site topography and general geologic profile along the project alignment are shown on Figures 3a through 3c. 4.1 Subsurface Soils The existing sewer alignment and easement are underlain by artificial fill soils, geologically recent alluvial and colluvial soils, and Tertiary sedimentary deposits. The specific soil units, in order of increasing age, are described below, along with comments on geotechnical characteristics pertinent to construction. Fill Soils - Locally derived fill soils cover much of the alignment. These soils, which consist predominantly of silty to clayey sands, are relatively shallow and appear to have been generated from grading during construction of the original sewer line. These soils have similar behavior as the alluvium/colluvium soils. Alluvium/Colluvium - Alluvial and colluvial soils (derived from Santiago Formation) are present along the entire alignment. These soils generally consist of silty sand, clayey sand, and sandy clay, with thin lenses of gravel and cobble. It should be noted that when wetted, such as by perched groundwater or high tides, these soils may N:\2I\2I81\218I-3R01 Suppl Geotcch Invest doc DUDEK & ASSOCIATES July 9,2007 Project No. 2181 -3 Page 4 become locally unstable and "flow" into trenches or steep-walled excavations. When dry, layers or lenses of "clean" friable sands may tend to be unstable as well. As such, the cleaner sands will be potentially running when dry and flowing when wet. Santiago Formation - Typically, the Santiago Formation consists of a very dense, gray-brown, interbedded, well-indurated, silty to clayey sand and very stiff to very hard clay. Within the Santiago Formation, there are carbonate-cemented zones that are similar to a soil-cement and/or a two-sack sand slurry (100 to 500 psi). In isolated areas, the unconfined compressive strength of these cemented sands may approach that of plain concrete (approximately 3000 psi or less). Typically, the cemented zones are on the order of a few feet to 10 feet in thickness. In addition, lenses and zones of gravel should be expected, as evidenced by several lenses encountered during the drilling of our test borings. In our opinion, the occurrence of cobbles in the Santiago Formation should be considered to be rare (<5%), and the occurrence of boulders should be considered to be very rare (<1%). It should be noted that the Santiago Formation locally contains concentrations of abrasive silica sand (as contrasted with feldspar sands and/or clays, which are less damaging to excavation equipment). Prediction of the relative percentages of these constituents, without resorting to an extensive drilling and testing program (or actual microtunneling) is outside the scope of this project. Based on a review of the boring information collected for this project, Standard Penetration Resistances (SPT) within the clay zones vary from 11 to 50, while in the dense to very dense silty to clayey sands and sands, the SPTs are typically 50 plus blows for 6 inches. Unconfined compressive strengths in the silty sands and clayey sands in the Santiago Formation are generally on the order of 2,000 psf (14 psi) or less, and one pocket penetrometer test in a clayey zone indicated an undrained compressive strength of 2.75 tons/square foot (tsf), or 5,500 psf or 38 psi. Within the Santiago Formation, lenses of cleaner may be encountered, which may be considered potentially "running" when dry and "flowing" when wet. 4.2 Groundwater Conditions Groundwater was encountered in each of the borings we drilled for this supplemental investigation. These conditions are summarized below: N:\2IU18l\2ISI-3 ROI Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181-3 Page 5 Groundwater was encountered in Boring B-l (ground surface elevation +18 feet, MSL) at an approximate depth of 12 feet, or approximate elevation +6 feet, MSL. The invert of the interceptor near Boring B-l is at approximate elevation -4 feet, MSL, or approximately 10 feet below the groundwater table. Groundwater was encountered in Boring B-2 (ground surface elevation +34 feet, MSL) at an approximate depth of 33 feet, or approximate elevation +1 foot, MSL. The invert of the interceptor near Boring B-2 is at approximate elevation -3 feet, MSL, or approximately 4 feet below the groundwater table. Groundwater was not encountered in Boring B-3 (ground surface elevation +8 feet). However, as the boring is located near the lagoon, we anticipate that groundwater will be encountered near Mean Sea Level. The invert of the interceptor near Boring B-3 is at approximate elevation -2 feet, MSL, or approximately 2 feet below the anticipated groundwater table. 5 DISCUSSION AND CONCLUSIONS 5.1 General Proposed earthwork operations for construction of the new interceptor pipeline will likely consist of: • Cut and cover operations from Station 0+00 (Manhole No. 1) to Station 1+37 (Manhole No. 2) and from Station 19+20.97 to Station 19+43.66 (Manhole No. 6); • Excavation and construction of three microtunneling pits near Stations 1+37.12 (Manhole No. 2), 11+41.53 (Manhole No. 4), and 19+20.97 (Manhole No. 5); • Microtunneling operations between the three microtunneling pits; and • Limited grading to prepare construction access roads and work areas. Based on the results of our field investigation and analyses, it is our opinion that there are no significantly adverse conditions or geologic hazards along the proposed microtunneling segment. However, due to the anticipated invert elevations of the interceptor, we expect that groundwater will be encountered within the pipe zone area. As such, dewatering of the N:\2l\2l8l\2l81-3 R01 Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9,2007 Project No. 2181 -3 Page 6 excavations may be needed, depending upon the construction methods selected for this project. 5.2 Microtunneling Operations 5.2.1 Anticipated Subsurface Conditions along Proposed Microtunneling Segment The selection and type of microtunneling operation, including the selection of the machine, is greatly influenced by the subsurface conditions encountered. A discussion and description of anticipated subsurface conditions for the microtunneling pits and segments are presented below: • Microtunnel Pit near Station 1+37 (Manhole No. 2): The subsurface conditions anticipated for this microtunneling pit are based on the conditions encountered in Boring B-l. The subsurface conditions, from the ground surface (approximate elevation +18 feet, MSL) down to the approximate bottom of the pit (elevation -7 feet, MSL), are anticipated to be colluvial soils (Qcol) generally comprised of medium dense, silty sands. Santiago Formation soils (Tsa) are estimated to be approximately 27 feet below existing grade. Groundwater is anticipated to be encountered approximately 12 feet below the existing ground surface. The excavation for the pit will need to be shored in some manner. Depending upon microtunneling operations, dewatering may be needed. However, we understand that the planned microtunneling operations are remotely controlled and able to operate below water. Zones of encountered cleaner sands may be considered "running" when dry and "flowing" when wet. • Microtunneling Segment between Station 1+37 (Manhole No. 2) and Station 11+42 (Manhole No. 4): Starting at Station 1+37 and moving upstation, we anticipate that microtunneling operations will be below the groundwater table and will be excavating medium dense to dense, silty sands and sands with gravels. As the operation approaches Station 2+40 to 3+00, we anticipate that the excavation will begin to encounter the Santiago Formation (Tsa). From Station 3+00 to 11+41, we anticipate that the microtunneling will be within the Santiago Formation (Tsa). Typically, the Santiago Formation consists of a very dense, gray-brown, interbedded, well-indurated, silty to clayey sand and very stiff to very hard clay. Within the Santiago Formation, there are carbonate-cemented zones that are similar to a soil- N:\21\2181\2l81-3 R01 Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181-3 Page? cement and/or two-sack sand slurry. In isolated areas, the unconfmed compressive strength may approach that of plain concrete. Typically, the cemented strata are on the order of a few feet to 10 feet in thickness. In addition, lenses and zones of gravel should be expected, as evidenced by several lenses encountered during drilling of our test borings. The occurrence of cobbles is considered rare (<5%), and the occurrence of boulders is considered very rare (<1%). From a review of the boring information collected for this project, Standard Penetration Resistances (SPT) within the clay zones vary from 11 to 50, while in the dense to very dense, silty to clayey sands and sands, the SPTs are typically 50 plus blows for 6 inches. Unconfmed compressive strengths in the silty sands and clayey sands in the Santiago Formation are generally on the order of 2,000 psf (14 psi) or less, and one pocket penetrometer test in a clayey zone indicated an unconfmed compressive strength of 2.75 tsf (or 5,500 psf or 38 psi). Zones of encountered cleaner sands may be considered "running" when dry and "flowing" when wet. ^Microtunnel Pit near Station 11+42 (Manhole No. 4): The subsurface conditions >***/ anticipated for this microtunneling pit are based on the conditions encountered in Boring B-2. We anticipate that the bottom of the pit will be near elevation -6 feet, MSL. The subsurface conditions, from the ground surface (approximate elevation 34 feet, MSL) down to approximate elevation 25 feet, MSL, are anticipated to be colluvial soils generally comprised of medium dense, silty sands. We anticipate that Santiago Formation soils will be encountered from elevation 25 feet, MSL, to the bottom of the pit at approximate elevation -6 feet, MSL. Groundwater is anticipated to be encountered at a depth of approximately 33 feet (approximate elevation +1 foot (MSL) below the existing ground surface. The excavation for the pit will need to be shored in some manner. Depending upon microtunneling operations, dewatering may be needed. However, we understand that the planned microtunneling operations are remotely controlled and able to operate below water. Zones of encountered cleaner sands may be considered "running" when dry and "flowing" when wet. Microtunneling Segment between Station 11+42 (Manhole No. 4) and Station 19+21 (Manhole No. 5): Starting at Station 11+42 and moving upstation, we anticipate that microtunneling operations will be below the groundwater table, and ^ will be excavated within the Santiago Formation. As the operation approaches N:\21\218I\2I81-3ROI Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9,2007 Project No. 2181-3 Page 8 Station 12+90 to 13+40, we anticipate that the tunneling operations may encounter saturated colluvial and alluvial soils. From Station 13+40 to 19+21, we anticipate that the microtunneling will be within the Santiago Formation. Typically, the Santiago Formation consists of a very dense, gray-brown, interbedded, well- indurated, silty to clayey sand and very stiff to very hard clay. Within the Santiago Formation, there are carbonate-cemented zones that are similar to a soil-cement and/or two-sack sand slurry. In isolated areas, the unconfined compressive strength may approach that of plain concrete. Typically, the cemented zones are on the order of a few feet to 10 feet in thickness. In addition, lenses and zones of gravel should be expected, as evidenced by several lenses encountered during the drilling of our test borings. The occurrence of cobbles is considered rare (<5%), and the occurrence of boulders is considered very rare (<1%). From a review of the boring information collected for this project, Standard Penetration Resistances (SPT) within the clay zones vary from 11 to 50, while in the dense to very dense, silty to clayey sands and sands, the SPTs are typically 50 plus blows for 6 inches. Unconfined compressive strengths in the silty sands and clayey sands are on the order of 2,000 psf (14 psi) or less, and one pocket penetrometer test in a clayey zone indicated an unconfined compressive strength of 2.75 tsf (or 5,500 psf or 38 psi). Zones of encountered cleaner sands may be considered "running" when dry and "flowing" when wet. Microtunnel Pit near Station 19+21 (Manhole No. 5): The subsurface conditions anticipated for this microtunneling pit are based on the conditions encountered in / Boring B-3. We anticipate that the bottom of the pit will be near elevation -5 feet, MSL. The subsurface conditions, from the ground surface (approximate elevation +8 feet, MSL) down to approximate elevation +5 feet (MSL), are anticipated to be colluvial soils generally comprised of medium dense, silty sands. Formational soils are anticipated to be encountered from a depth of 3 feet (elevation +5 feet, MSL) to the bottom of the pit at approximate elevation -5 feet, MSL. Groundwater is anticipated to be encountered at a depth of approximately 8 feet (approximate elevation 0 feet, MSL). However, we anticipate a lag in time in this behavior. In addition, we anticipate that the water table will vary with the tide. The excavation for the pit will need to be shored in some manner. Depending upon microtunneling operations, dewatering may be needed. However, we understand that the planned microtunneling operations are remotely controlled and able to operate below water. N:\21\2181\2181-3ROI Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9,2007 ••-"> Project No. 2181-3 Page 9 5.3 Microtunneling We understand that two segments of the proposed pipeline will be installed using the trenchless technology of microtunneling. Microtunneling operations, by their nature, are greatly influenced by many geotechnical factors. Several important geotechnical issues include soil/rock types and distribution, groundwater, soil/groundwater contamination, settlement/heave damage potential, ground stability and pipe-face stability, the need for ground stabilization/improvement, obstructions, soil properties, pipe friction, shaft and portal construction, shaft shoring requirements, portal stability, thrust block resistance, preparation of subgrade conditions for the alignment and steering equipment, shaft backfilling (if required), and instrumentation and monitoring systems. The microtunneling operations proposed for this project will likely be conducted primarily within the Santiago Formation. Typically, the Santiago Formation consists of a gray-brown, interbedded, well-indurated, very dense, silty to clayey sand and very stiff to very hard clay. Within the Santiago Formation, there are carbonate-cemented zones that are similar to a soil- cement and/or two-sack sand slurry. In isolated areas, the unconfined compressive strength may approach that of plain concrete. Typically, the cemented strata are on the order of a few feet to 10 feet in thickness. In addition, lenses and zones of gravel should be expected, as evidenced by several lenses encountered during drilling of our test borings. The occurrence of cobbles is considered rare (<5%), and the occurrence of boulders is considered very rare (<1%). From a review of the boring information collected for this project, Standard Penetration Resistances (SPT) within the clay zones vary from 11 to 50, while in the dense to very dense, silty to clayey sands and sands, the SPTs are typically 50 plus blows for 6 inches. Unconfined compressive strengths in the silty sands and clayey sands are on the order of 2,000 psf (14 psi) or less, and one pocket penetrometer test in a clayey zone indicated an undrained compressive strength of 2.75 tsf (or 5,500 psf or 38 psi). Zones of encountered cleaner sands may be considered "running" when dry and "flowing" when wet. In addition, microtunneling operations are generally conducted in enclosed areas. Hence, ventilation is a critical safety element. According to the Caltrans "Highway Design Manual of Instructions," Tunnel Safety Order Section 8422 requires the Department of Transportation to request the Division of Industrial Safety to review and classify tunnel projects relative to flammable gas and vapors prior to bidding. In general, the California N:\21\2181\2181-3ROI Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181-3 Page 10 Department of Occupational Safety and Health (CALOSHA) is to be contacted prior to the initiation of the operations. The mailing address for the Department of Occupational Safety and Health is: California Department of Occupational Safety and Health 1367 E. Lassen Avenue, Suite B-4 Chico, California 95973 Telephone: (530) 895-6738 6 RECOMMENDATIONS 6.1 Site Preparation and Earthwork Operations All grading and site preparation should be performed under the observation of the geotechnical engineer, and in accordance with the 1994 Edition of The Standard Specifications for Public Works Construction (SSPWC) and the 1994 City of San Diego and County of San Diego Regional Supplement Amendments. All vegetation, debris, and other deleterious materials should be removed from the areas to receive fill prior to site grading. All structural fill soils should be compacted to a minimum 90 percent of the maximum dry density as determined by ASTM Test Method D1557-91. Moisture content in the fill should be maintained between the optimum moisture content and 2 percent over optimum. The geotechnical engineer should review the plans to evaluate whether the intent of the recommendations presented herein has been properly interpreted and incorporated into the contract documents. 6.2 Excavations and Shoring Requirements We recommend that all trenches and excavations be designed and constructed in accordance with OSHA and CALOSHA regulations. For preliminary planning purposes, we recommend using an OSHA soil classification of Type C for excavations within fill soils, and Type B for excavations in formational soils. In all instances, soil and trench conditions should be assessed by a competent person in accordance with 29CFR Part 1926, Occupational Safety N:\21\2181\2181-3 R01 Suppl Gcotech Investdoc DUDEK & ASSOCIATES July 9,2007 Project No. 2181-3 Page 11 and Health Standards - Excavations. For excavations and trenches in excess of 20 feet, shoring selection shall be designed and approved by a registered professional engineer per 29CFR Part 1926.652, Requirements for Protective Systems. The proposed excavations for the microtunneling pits will encounter groundwater. As such, the excavation operations and plans should take this into consideration. Also, zones of "clean" saturated sands may be encountered within the proposed pits and along the microtunneling alignment. 6.3 Microtunneling For preliminary design purposes, we recommend the following geotechnical parameters to assist the design of the microtunneling operations: • For assessing face stability of the excavated annulus within the Santiago Formation, we recommend modeling the Santiago Formation using both a cohesionless and cohesive material condition. • For the cohesionless model, we recommend assuming that the Santiago Formation has a friction angle of 34 degrees and a total unit weight of 135 pcf. • For the cohesive model, we recommend modeling the Santiago Formation as having a typical equivalent undrained shear strength of 2,000 psf (14 psi) and a total unit weight of 130 pcf. In addition, we recommend that the tunneling operations consider the possibility of encountering zones of cementation with unconfined compressive strengths on the order of 3,000 psi or less. These potential zones, if they occur, are anticipated to be less than 10 feet in thickness. Recall that harder zones are possible, but not anticipated. • For assessing face stability of the excavated annulus within the colluvial and alluvial soils, we recommend modeling these materials as being cohesionless. As such, we recommend assuming that the Santiago Formation has a friction angle of 30 degrees and a total unit weight of 125 pcf. • We recommend assuming that the groundwater table will be encountered at elevation +6 feet, MSL.o N:\21\2l81\2181-3 ROI Suppl Geotech Invest doc DUDEK & ASSOCIATES July 9,2007 Project No. 2181-3 Page 12 For estimating the likely ground deformation resulting from the proposed pipejacking/microtunneling operations, we recommend the following equations: 25i d™ = Vs where: dmax is the maximum ground settlement; i is equal to K times the depth to the center of the pipe; and Vs is the volume loss due to the excavation per foot of pipe. For this equation, we recommend using a K ranging from 0.25 to 0.5 and a Vs equal to 1 percent of the excavated face. In order to estimate the shape of ground settlement manifested at the surface, we recommend using the following equation: -x2 where: x is the distance from the centerline of the pipe in feet; i is defined as Kz, where z is the depth to the center of the pipe; d is the ground displacement at x; and dmax is the maximum ground displacement as calculated above. • For estimating the jacking force required to push the pipe casing, we recommend using a coefficient of friction equal to 0.6 for steel casing against soil and a coefficient of friction of 0.9 for concrete against soil. Furthermore, we recommend using a total unit weight of 135 pcf for calculating the normal pressure acting on the pipeline that is being jacked. For designing the reaction wall for jacking, we recommend using an allowable passive pressure, expressed as an equivalent fluid pressure, of 350 psf. For design of shoring systems for the microtunneling access shafts, we recommend using an active earth pressure coefficient of 0.3 and an equivalent total unit weight of soil of 125 pcf. In addition, we recommend that in areas where water is encountered, the shoring should be N:\2l\218l\2l81-3R01SupplGeotechInvestdoc DUDEK & ASSOCIATES July 9, 2007 Project No. 2181-3 Page 13 designed to accommodate hydrostatic pressures. Lastly, the shoring for the access shafts should be designed to accommodate any surface surcharge loads associated with construction equipment and/or stockpiled construction materials. 7 LIMITATIONS This report should be considered as documentation of a preliminary investigation, and is intended to aid and assist the client in their evaluation of potential constructability problems and their planning needs. The data and conclusions provided in this report are based on limited field data collected for this investigation (only three points were explored over an approximately 1,800-foot-long project alignment) and on our review of available data. We have assumed that the soil and rock conditions do not deviate appreciably from those disclosed in our field and laboratory investigations, and in our review of available literature regarding the site area. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations and we cannot be responsible for the safety of other than our own personnel on site. Therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. N:\21\2I8I\2I81-3RO] Suppl Geotech Invest doc 1*41411 AX Ml I jet if OA Accra* M£ENBOMBSTDnMS-l NWKTM. f 3 Yt DOC. W). i 1S115 1 TO' LT0*16 \ UEAW SnB TOR \' APM, \ \ \ \ UTEW. 206-200-0*00 \ \, \ \ "V'""^ \ / , . i- ca»ra»CTOR SHAH. PROTECT-^ jI \ (-;-»• PLAC£ AW STtSCWRKS V ._. \< \ -' ' I > esumt? a* gma t«n V nnaac tarn IATDW.U .V._;_'__ .-U.^ fl>\ BrRwf SS1""""" * ~ "\ \\ \ r ^ >x: * " '..-•"'" ^-•'5'\\ \ I _w- . H^ \ - <Vr"^ *. y ///\ vv^,/ A/ / \ ^dr \\x UPSTREAM SITE DOWNSTREAM SITE llt-tl.S] Ml Ml 4 CONSTRUCT 3* HA »ECtTS HOI \ ran ano am OK; »-i>_^ „ARC OCTAH. /TVl CmTMCTOI 3HW.I PROTECTFUCAVAttttl wo MATERAI. FKOstsfrm mm &OK atDMMWB «Y fNVIIWNlKMri'U.r APPROXIMATE LOCATION OFSOH.8OKOVG "•--.. /—r ^•V- "~~--~/. HINGE POINT SITE LOCATION MAP NOT TO SCALE BORING LOCATION MAP LEOENO: - - i>»i^« i, > •. « s°'™s TcT;* GEOLOGY AND WONITY MAPS 117»21.00C'' W COPY o o+oo \t+oo 2+OO 3+00 SEWEK ALIGNMENTSTA TIONING 4+00 5+OO 6+00 LEGEND Qcol COLWVIUM Qal ALLUVIUM Tsa SANTIAGO FORMATION ? GEOLOGIC CONTACTS Queried where uncertain , SOIL BORING 8-1 GEOLOGIC PROFILE-STA 0+00 to 6+50 SCALE: r»2O' 1VERT.I|-=50J IHORIZ.I \AND FOKMATIONAL TACT- - POSSIBLE LOWER SOUND CONTACT BETWEEN BE71 ANOFOMATION 7+OO 8+OO 9+OO IO+OO SEWER ALIGNMENT STATIONING tl+OO I2+OO I3+OO LEGEND Qcol Qal Tsa ? ? B-2 i COLLUVIUM ALLUVIUM SANTIAGO FORMATION eCOLOSK CONTACTS Queried when uncertain SOIL BOXING B-2 GEOLOGIC PROFILE-STA 6+50 to 13+50 SCALE: l'i2Or (VERT.) P=50' (HORIZ.I GEOLOGIC PROFILE O O J APPENDIX A LOGS OF EXPLORATORY BORINGS 1 °. K. £o 00 £ 3 *'a 1 LOG OF CORE BORING North Agua Hedionda Interceptor SITE LOCATION DATE(S) DRILLED Carlsbad, CA 3/5/2007 to 3/5/2007 PROJECT NUMBER BORING 2181-3 LEGEND LOGGED BY SHEET NO. G. Spaulding 1 of 2 DRILLING METHOD DRILL BIT SIZEATYPE Rotary Core 6" /101mm DRILL RIG TYPE DRILLED BY Versa Drill - V100 Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 2 COMMENTS DEPTH (ft)- -5 - -10 - -15 -20 - —ELEVATION (ft)ROCK CORE oz zD BOX NO.RECOVERY, %dUIo:u.iU- dda.FRACTUREDRAWING/NUMBERLITHOLOGYi CHECKED BY TOTAL DEPTH DRILLED <fect> 35 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) BOREHOLE BACKFILL Cement Grout MATERIAL DESCRIPTION KEY TO EXCAVATION LOGS r Estimated water table measured at time of drilling ROCK CORE Run No.: Number of the individual coring interval, starting at the top of bedrock. Box No.: Number of the core box that contains core from the corresponding run. Recovery, %: Amount (in percent) of core recovered from the coring interval; calculated as the length of core recovered divided by the length of the run. R.Q.D., % (Rock Quality Designation) Amount (in percent) of intact core (pieces of sound core greater than 4 inches in length) in each coring interval; calculated as the sum of the lengths of intact core divided by the length of the core run. SAMPLES Sample Type: Continuous-Core Sampler - A continuous thin-walled sampler. The sampler, designed for use in soft rock applications, is pushed into the soil ahead of the drill string as the bore hole is advanced. Continuous, relatively undisturbed samples up to 5 feet in length are obtained. NOTES ON FIELD INVESTIGATION Borings were advanced using a truck-mounted Versa Drill-V100 drill rig with a 101mm core barrel. Continuous-Core Samplers were used to obtain soil samples. When the samplers were withdrawn from the boring, the samples were removed, visually classified, and taken to the laboratory for detailed inspection. aTerraCosta Consulting Group, Inc. 4455 Murphy Canyon Road, Suite 100 San Diego, California 92123 SAMPLE TYPEn SAMPLE NO..PENETRATION RESISTANCE(BLOWS/f!)DRY DENSITY(pcf)MOISTURE(%)tttaLUHIU5I-U1 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION CI/-M IDC A t~WITH THE PASSAGE OF TIME. THE DATA r IvaUKt A-1 & PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED .—•X i ROCK.GDT 6fiQ_q 00 LOG OF CORE BORING SITE LOCATION Carlsbad, CA DRILLING METHOD Rotary Core DRILL RIG TYPE Versa Drill -V1 00 PROJECT NAME North Agua Hedionda Interceptor DATE(S) DRILLED 3/5/2007 to 3/5/2007 PROJECT NUMBER BORING 2181-3 LEGEND LOGGED BY SHEET NO. G. Spaulding 2 of 2 DRILL BIT SIZE/TYPE 6"/ 101mm DRILLED BY Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 2 COMMENTS DEPTH (ft)-25 — - -30 -35 - -45 _ —ELEVATION (ft)ROCK CORE ciz z IK BOX NO.RECOVERY. %FRAC. FREQ.Ddai FRACTUREDRAWING/NUMBERLITHOLOGYCHECKED BY TOTAL DEPTH DRILLED 35 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) BOREHOLE BACKFILL Cement Grout MATERIAL DESCRIPTION NOTES ON FIELD INVESTIGATION (Continued) Free groundwater was encountered in the borings as shown on the logs. Classifications are based upon the Unified Soil Classification System and include color, moisture, and consistency. Field descriptions have been modified to reflect results of laboratory inspection where deemed appropriate. 0 g|npnnB TerraCosta Consulting Group, Inc. "IT ^^1 4455 MurPnV Canyon Road, Suite 100 " MJl^HJ San Diego, California 92123 SAMPLE TYPETHIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.SAMPLE NO.i~ ts.DRY DENSITY<PCf)MOISTURE(%)OTHERTESTSFIGURE A-1 b _FT-1 2181-3.GPJ ROCK.GDT 6/28/07LOG OF CORE BORING SITE LOCATION Carlsbad, CA DRILLING METHOD Rotary Core DRILL RIG TYPE Versa Drill -V1 00 PROJECT NAME North Agua Hedionda Interceptor DATE(S) DRILLED 3/5/2007 to 3/5/2007 PROJECT NUMBER 2181-3 LOGGED BY G. Spaulding DRILL BIT SIZE/TYPE 6" /101mm DRILLED BY Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 12 COMMENTS DEPTH (ft)-5 -10 -15 20 -ELEVATION (ft)-15 -10 -5 -0 K ROCK CORE o z13<£ 1 2 3 4 5 6 BOX NO.1 1 1 2 2 2 RECOVERY, %60 40 20 25 100 60 0UJu.u.iu. ci do: 0 0 0 0 0 0 FRACTUREDRAWING/NUMBER5 ) j CHECKED BY BORING B-1 SHEET NO. 1 of 2 TOTAL DEPTH DRILLED i Teeii A **jy INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 18 BOREHOLE BACKFILL 8 Cubic Feet Cement Grout MATERIAL DESCRIPTION COLLUVIUM Silty SAND (SM) medium dense, red-brown to dark ; brown, dry to damp sl sj'pPBO TerraCosta Consulting Group, Inc. "IT ^^1 4455 MurPny Canyon Road, Suite 100 "Mllll San Diego, California 92123 SAMPLE TYPETHIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.SAMPLE NO.PENETRATION RESISTANCE(BLOWS/fl)DRY DENSITY(PCf)1 O OTHERTESTSFIGURE A-2 a LOG OF CORE BORING SITE LOCATION Carlsbad, CA DRILLING METHOD Rotary Core DRILL RIG TYPE Versa Drill -V1 00 PROJECT NAME North Agua Hedionda Interceptor DATE(S) DRILLED 3/5/2007 to 3/5/2007 PROJECT NUMBER 2181-3 LOGGED BY G. Spaulding DRILL BIT SIZE/TYPE 6" /101mm DRILLED BY Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 12 COMMENTS DEPTH (ft)-25 - -30 -35 - -45 ELEVATION (ft)— —10 - —15 —20 —25 —30 ROCK CORE 6 z13 8 g 10 11 12 BOX NO.3 3 3 4 5 5 RECOVERY. %50 20 80 80 0 0 f£u.iu. d dof 0 0 0 0 0 0 FRACTUREDRAWING/NUMBER>-j _i c !j . - Estimated CHECKED BY BORING B-1 SHEET NO. 2 of 2 TOTAL DEPTH DRILLED <feot> 39 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 18 BOREHOLE BACKFILL 8 Cubic Feet Cement Grout MATERIAL DESCRIPTION up to 10% gravels f SANTIAGO FORMATION V, Silty to Clayey SAND (SM/SQ)medium dense, <2 interbedded olive-gray to gray, wet, highly weathered, with y, estimated up to 1 0% gravels in the upper 2 feet of the 7, boundary Y fy Y i V ^ ^ Boring terminated at depth of 39 feet. Groundwater encountered at depth of 12 feet at time of excavation. BHQ TerraCosta Consulting Group, Inc. r<^^B4455 Murphy Canyon Road, Suite 100 HHH San Die9°> California 92123 SAMPLE TYPETHIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.SAMPLE NO.UJ 2 || f DRY DENSITY(PCf)MOISTURE(%)ttw UJ1-103K liJOK FIGURE A-2 b zo/az/9 idO'>iooa rdO'essiz i-u"8 3 1 LOG OF CORE BORING SITE LOCATION Carlsbad, CA DRILLING METHOD Rotary Core DRILL RIG TYPE Versa Drill -V1 00 PROJECT NAME North Agua Hedionda Interceptor DATE(S) DRILLED 3/5/2007 to 3/5/2007 PROJECT NUMBER BORING 2181-3 [J_2 LOGGED BY SHEET NO. G. Spaulding 1 of 3 DRILL BIT SIZE/TYPE 6" /101mm DRILLED BY Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 33 COMMENTS DEPTH (ft)-5 -10 15 -20 -ELEVATION (ft)-30 -25 -20 -15 -10 ROCK CORE RUN NO.1 2 3 4 5 6 BOX NO.1 1 2 2 2 3 3 3 RECOVERY, %100 100 90 90 50 80 oUJtf.u-iu. ddof 0 0 0 0 0 0 liS < SI! ! ili I 3 CHECKED BY TOTAL DEPTH DRILLED <feet> 50 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 34 BOREHOLE BACKFILL 10 Cubic Feet Cement Grout MATERIAL DESCRIPTION V COLLUVIUM / TERRACE DEPOSITS £ Silty to Clayey SAND (SM/SQmedium dense, mottled ^ brown / red-brown / dive-grown, damp I ; SANTIAGO FORMATION Silty SAND (SM) dense, olive-gray, damp - Occasional iron oxide staining - Estimated 1 5 - 20% gravels and cobbles to 6", of rhyolitic to datitic volcanic clasts - Rotary through gravels UIPBBBi TerraCosta Consulting Group, Inc. [ (fl^H 4455 Murphy Canyon Road, Suite 100 IIJJJHH San Diego, California 92123 consisting SAMPLE TYPESAMPLE NO.PENETRATION RESISTANCE(BLOWSfll)DRY DENSITY(PCf)MOISTURE(%)OTHERTESTSTHIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION c 1 0 1 I D c A -a -,WITH THE PASSAGE OF TIME. THE DATA r KaUKt A-J a PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED ^^^O _FT-1 2181-3.GPJ ROCK.GDT 6/28/078 i1 LOG OF CORE BORING SITE LOCATION Carlsbad, CA DRILLING METHOD Rotary Core DRILL RIG TYPE Versa Drill -V1 00 PROJECT NAME North Agua Hedionda Interceptor DATE(S) DRILLED 3/5/2007 to 3/5/2007 PROJECT NUMBER BORING 2181-3 B-2 LOGGED BY SHEET NO. G. Spaulding 2 of 3 DRILL BIT SIZE/TYPE 6"/ 101mm DRILLED BY Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 33 COMMENTS DEPTH (ft)-25 - -30 - -35 -40 -45 ELEVATION (ft)- -5 -0 —5 —10 —15 ROCK CORE 6zz u. 7 8 9 10 11 12 13 14 15 BOX NO.3 3 4 4 4 4 5 6 RECOVERY, %0 0 100 100 20 0 60 85 60 dUJD:LL 3u. d da: 0 0 0 0 0 0 0 0 0 FRACTUREDRAWING/NUMBER>-5 ) j CHECKED BY TOTAL DEPTH DRILLED 50 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 34 BOREHOLE BACKFILL 10 Cubic Feet Cement Grout MATERIAL DESCRIPTION - Clean sand and 10% gravels - Mottled olive-gray / red - Harder dirtling BBDD TerraCosta Consulting Group, Inc. , (3^1 4455 Murphy Canyon Road, Suite 100 •••• San Diego, California 92123 SAMPLE TYPESAMPLE NO.PENETRATION RESISTANCE(BLOWS/n)DRY DENSITY(pcf)MOISTURE(%)ocw THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION c I /^ I I D c A -a uWITH THE PASSAGE OF TIME. THE DATA r loUKh A-O D PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. r- Sso g K CL •7 flO W t C3 3 S LOG OF CORE BORING North AgUaHedionda Interceptor SITE LOCATION DATE(S) DRILLED Carlsbad, CA 3/5/2007 to 3/5/2007 PROJECT NUMBER 2181-3 LOGGED BY G. Spaulding DRILLING METHOD DRILL BIT SIZE/TYPE Rotary Core 6" /101mm DRILL RIG TYPE DRILLED BY Versa Drill - V1 00 Gregg Drilling APPARENT GROUNDWATER DEPTH (feet) 33 COMMENTS DEPTH (ft)-SO : -55 - -60 - -65 - - -70 ~ELEVATION (ft)- —20 —25 : —30 - - —35 ROCK CORE RUN NO.BOX NO.RECOVERY, %ciUl1Cu. CL IL Qd a:FRACTUREDRAWING/NUMBERLITHOLOGYCHECKED BY BORING SHEET NO. 3 of 3 TOTAL DEPTH DRILLED (TQGlI _ _50 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 34 BOREHOLE BACKFILL 10 Cubic Feet Cement Grout MATERIAL DESCRIPTION Boring terminated at depth of 50 feet. Groundwater encountered at depth of 33 feet at time of excavation. DBBB JerraCosta Consulting Group, Inc. [(9^B 4455 Murphy Canyon Road, Suite 100 IHHH San Die9°' California 92123 SAMPLE TYPETHIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATAPRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.SAMPLE NO.w 1 DRY DENSITY(PCf)MOISTURE(%)Kw ll FIGURE A-3 c _FT-1 2181-3.GPJ ROCK.GDT 6/28/078 ^oc.\8 1 LOG OF CORE BORING SITE LOCATION Carlsbad, CA DRILLING METHOD Rotary Core DRILL RIG TYPE Versa Drill - V100 PROJECT NAME North Agua Hedionda Interceptor OATE(S) DRILLED 3/5/2007 to 3/5/2007 PROJECT 2181-3 NUMBER LOGGED BY G. Spaulding DRILL BIT SIZE/TYPE 6" /101mm DRILLED BY Versa Drill APPARENT GROUNDWATER DEPTH (feet) COMMENTS g tUJQ - -5 - -10 -15 -20 ELEVATION (ft)-5 - -0 R —10 —15 ROCK CORE RUN NO.1 2 3 4 5 6 BOX NO.1 1 2 2 3 3 4 RECOVERY, %100 100 100 100 20 100 S<£u. ^a:u. £ Qaa: 0 95 95 90 0 85 FRACTUREDRAWING/NUMBER>•LITHOLOG7. '/'/// /,! /I / ^/ '/I / ^/ / '/ // / it/ '/' / >//.i />/ "/' </</ / // ' i/s // / '/*y' // '/'y1 / /> ' $i/ / // ' '// CHECKED BY BORING B-3 SHEET NO. 1 of 2 TOTAL DEPTH DRILLED (feet) 25 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 8 BOREHOLE BACKFILL 5 Cubic Feet Cement Grout MATERIAL DESCRIPTION COLLUVIUM Silty SAND (SM) loose to medium dense, brown to ;•: red-brown, damp / SANTIAGO FORMATION Interbedded Clayey SAND and Sandy CLAY (SC/CL) ' very dense, light olive-gray, damp / / / / / Note: Groundwater not measured at time of drilling; however, due to proximity of the lagoon, groundwater ' should be anticipted at approximate mean sea level. / / / / / / / / / / - Clean sand lense from 17 to 21 feet t t / I I i I i uuAWju TerraCosta Consulting Group, Inc. , (9^1 4455 Murphy Canyon Road, Suite 100 B^^l San Diego, California 92123 SAMPLE TYPETHIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.SAMPLE NO.£PENETRATION RESI(BLOWSffl)DRY DENSITY(pcOMOISTURE(%)OTHERTESTSFIGURE A-4 a s o0CL 2o<? 00 U_ g s1 LOG OF CORE BORING North Agua Hedionda Interceptor SITE LOCATION DATE(S) DRILLED Carlsbad, CA 3/5/2007 to 3/5/2007 PROJECT NUMBER 2181-3 LOGGED BY G. Spaulding DRILLING METHOD DRILL BIT SIZE/TYPE Rotary Core . 6" /101mm DRILL RIG TYPE DRILLED BY Versa Drill - V1 00 Versa Drill APPARENT GROUNDWATER DEPTH (feet) COMMENTS g Q. UJ Q —25 - JO : -35 - -40 -45 ~ (-^ £, \ ly - —20 - —25 - —30 - —35 - — -40 ROCK CORE dzz ct d 8CD Ct § OUJa. dUJtcU_ 6 u. d DC sis <*i Jo2 >- O ?_j ^vj / CHECKED BY BORING B-3 SHEET NO. 2 of 2 TOTAL DEPTH DRILLED (feet) 25 INCLINATION FROM VERTICAL/BEARING 0 APPROXIMATE SURFACE ELEVATION (feet) 8 BOREHOLE BACKFILL 5 Cubic Feet Cement Grout MATERIAL DESCRIPTION Boring terminated at fepth of 25 feet. No free groundwater encountered at time of excavation. QPBB3 TerraCosta Consulting Group, Inc. ,.JT (S^H 4455 Murphv Canyon Road. Suite 100oil ^^^H"••^H San Diego, California 92123 1 /tPLE TYF% THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. . z UJ D. OT LLIO teii is 2" z o- fc 0] OS O a. 5•z UJ h-xco FIGURE A-4 b LEGEND I4+OO Oca/ Qal Tsa B-3 1 COLWVH/M ALUMUM SAUTIAGO FORMATION GEOLOGIC CONTACTS Queried when uncertain SOIL BORING B-3 ts+oo 16+00 17+00 SEWER ALIGNMENT STATIONING GEOLOGIC PROFILE-STA 13+50 to 19+43.66 SCALE: C>20' IVERT.I r.SO1 (HOBIZJ 1te+oo 19+00 APPENDIX B LABORATORY TEST RESULTS PERCENT FINER |100 90 80 70 60 50 40 30 ' 20 10 0 Particle Size Distribution Report * ££«£££« si lit 1 111 1 i :t 1 t 1 1 i 1 i ! ! i 1 1 !t ii I ! l 1 i 1 f ^"•-x ' II s\ \ \\ 1 i \ ! L VNi y v 1*C 1^^i * rx UH.^.^— 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3" 0.0 % Gravel Coarse 0.0 Fine 0.0 ttSand Coarse 0.7 SIEVE SIZE #4 #10 #20 #40 #100 #200 PERCENT FINER 100.0 99.3 96.3 85.4 41.4 27.3 SPEC.* PERCENT PASS? (X-NO) (no specification provided) Sample Number: B 1 Depth: 22' MACTEC ENGINEERING AND AND CONSULTING, INC San Diego, California Medium 13.9 Fine 58.1 % Fines Silt 17.6 Clay 9.7 Material Description Brown Silty Sand (Lab #18835) Atterberq Limits PL= LL= Pl=» Coefficients D85= 0.4197 Deo= 0.2347 D50= 0.1884 030= 0.0876 Di5= 0.0183 D^n- 0.0056 CS= 42.06 Cc= 5.85 Classification USCS= AASHTO= Remarks Date: Client: TerraCosta Consulting, Inc. Project: North AguaHedionda Interceptor Project No: 5014-04-0026.33 Figure GRAIN SIZE DISTRIBUTION TEST DATA 3/28/2007 Client: TerraCosta Consulting, Inc. Project: North Agua Hedionda Interceptor Project Number: 5014-04-0026.33 Depth: 22' Material Description: Brown Silty Sand (Lab #18835) Sample Number: Bl Sieve Opening Size #4 #10 #20 #40 #100 #200 Percent Finer 100.0 99.3 96.3 85.4 41.4 27.3 Hydrometer tost uses material passing #10 Percent passing #10 based upon complete sample = 99.3 Weight of hydrometer sample =116.17 Hygroscopic moisture correction: Moist weight and tare° 31,49 Dry weight and tares 31.40 Tare weight" 20.68 Hygroscopic moisture = 0.8% Table of composite correction values: Temp.,deg.C: 18.0 20.6 21.1 Comp. corn: -8.0 -7.0 -7.0 . Meniscus correction only =1.0 Specific gravity of solids = 2.65 Hydrometer type * 152H Hydrometer effective depth equation: L 21.6 -6.0 Elapsed Time (mln.) 1.00 2.00 5.00 15.00 30.00 60.00 120.00 250.00 1440.00 Temp. <deg.C.) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 23.0 20.0 Actual Reading 27.0 25.0 24.0 21.0 20.0 18.0 17.0 16.0 15.0 = 16.294964-0.164 xRm Corrected Reading 21.1 19.1 18.1 15.1 14.1 12.1 11.1 10.2 7.8 K 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0132 0.0136 Rm 28.0 26.0 25.0 22.0 21.0 19.0 18.0 17.0 16.0 27.7 -5.0 Eff. Depth 11.7 12.0 12.2 12.7 12.9 13.2 13.3 13.5 13.7 Diameter (mm.) 0.0455 0.0327 0.0208 0.0122 0.0087 0.0062 0.0044 0.0031 0.0013 Percent Finer 18.2 16.4 15.6 13.0 12.1 10.4 9.5 8.8 6.7 BEST COPY MACTEC Engineering and Consulting, Inc. Cobbles 0.0 Gravel Coarse 0.0 Fine 0.0 Total 0.0 Sand Coarse . 0.7 Medium 13.9 Fine 58.1 Total 72.7 Fines Silt 17.6 Clay 9.7 Total 27.3 D10 0.0056 D15 0.0183 D20 0.0518 D30 0.0876 D50 0.1884 D60 0.2347 D80 0.3650 DBS 0.4197 D90 0.5069 D95 0.7158 Fineness Modulus 0.97 Cu 42.06 . cc 5.85 COPY MACTEC Engineering and Consulting, Inc. PERCENT FINER |100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report 5 £ £l *} Is a i §§i Till 1 1 I i j i 1 i I i i 1 1 1 1 ! I 1 I : j i 1 1 1 1 1 I" 1 1 1 i 1 1 i 1 1 1 100 %+3" 0.0 I i i t\ I iiiii ! j 1 1 1 ( 1 i 1 1 1 1 1 i i ! j 1 1 •1 1 1i f 1 1 i t i - - -i- \ \c \\ \ \ \sV \\ i ij i ! i VN, I 1 1 ' *Jk o -o — o-i , u <-— O 10 1 0.1 0.01 -0.001 GRAIN SIZE - mm% Gravel Coaraa 0.0 FlM 1.7 %8and Coarse 8.8 SIEVE SIZE .375" #4 #10 #20 #40 #100 #200 PERCENT RNER 100.0 98.3 89.5 71.5 49.4 22.2 14.0 SPEC/ F PERCENT ( •ASS? K=NO) (no specification provided) Sample Number B2 Depth: 37 MACTEC ENGINEERING AND AND CONSULTING, IN( San Diego, California Medium 40.1 Fine 35.4 %Flne« Silt 8.8 Clay 52 Material Description Light Brown SUty Sand (Lab #18836) Atterbera Limits PL= D85= 1.5275D30= 0.2186 C|j= 11-19 USCS= LL= Pl= Coefficients D60= 0.5859 D50= 0.4329Di5= 0.0826 DIQ= 0.0524 Cg= 1.56 ClassificationAASHTO= Remarks Date: 3/20/07 Client: TenaCosta Consulting, Inc. * Project: North AguaHedionda Interceptor Project No: 5014-04-0026.33 Flaure Tested By: NS Checked By: LC GRAIN SIZE DISTRIBUTION TEST DATA Client: TerraCosta Consulting, Inc. Project: North Agua Hedionda Interceptor Project Number: 5014-04-0026.33 Depth: 37' Sample Number: B2 Material Description: Light Brown Silty Sand (Lab #18836) Date: 3/20/07 Tested by: NS Checked by: LC 3/28/2007 Sieve Opening Size .375" #4 #10 #20 #40 #100 #200 Percent Finer 100.0 98.3 89.5 71.5 49.4 22.2 14.0 Hydrometer test uses material passing #10 Percent passing #10 based upon complete sample Weight of hydrometer sample -115.93 Hygroscopic moisture correction: Moist weight and tare- 33.07 Dry weight and tare= 32.93 Tare weight- 20.73 Hygroscopic moisture =1.1% Table of composite correction values: Temp., deg. C: 18.0 20.6 Comp. corr.: -8.0 -7.0 Meniscus correction only = 1.0 Specific gravity of solids = 2.65 Hydrometer type«= 152H Hydrometer effective depth equation: L '89.5 21.1 -7.0 21.6 -6.0 Elapsed Time (mln.) 1.00 2.00 5.00 15.00 30.00 60.00 120.00 250.00 1440.00 Temp. (deg.C.) 21.0 21.0 21.0 22.0 22.0 2ZO 22.0 23.0 20.0 Actual Reading 19.0 17.0. 16.0 15.0 14.0 14.0 12.0 11.0 11.0 •16.294964-0.164 xRm Corrected Reading 12.0 10.0 9.0 9.1 8.1 8.1 6.1 5.2 3.8 K 0.0135 0.0135 0.0135 0.0133 0.0133 0.0133 0.0133 0.0132 0.0136 Rm 20.0 18.0 17.0 16.0 15.0 15.0 13.0 12.0 12.0 27.7 -5.0 Eff. Depth 13.0 13.3 13.5 13.7 13.8 13.8 14.2 14.3 14.3 Diameter (mm.) 0.0486 0.0348 0.0222 0.0127 0.0090 0.0064 0.0046 0.0031 0.0014 Percent Finer 9.4 7.8 7.0 7.1 6.3 6.3 4.7 4.1 2.9 COPY MACTEC Engineering and Consulting, Inc. Cobbles 0.0 Coarse 0.0 Gravel Fine 1.7 Sand Total 1.7 Coarse 8.8 Medium 40.1 Fine 35.4 Total 84.3 Silt 8.8 Fines Clay 5.2 Total 14.0 D10 PIS P20 P30 PSO PBO PBO Pas P90 0.0524 0.0826 0.1294 0.2186 0.4329 0.5859 1.1932 1.5275 2.0683 3.0944 Fineness Modulus 2.09 11.19 1.56 BEST COPY MACTEC Engineering and Consulting, Inc. Particle Size Distribution Report 155****! 3 i §111111 PERCENT FINER100 90 SO 70 60 50 40 30 20 10 0 I I • I 1 ! 1 i ! I . | i i : 100 %*3" 0.0 ! ! | i I | i ! i j I i I I i I I i 1 1 1 i i ! i i i i . ; ! i I i 1• I ; "i ii ^Nk \ 10 GRAIN % Gravel Coarse 0.0 Fine 0.0 1 1 ir\ Iks 1i V i 1 ^1"i"-C -C sj»«j T->,k r*1 V.•«(>*>.«l^^j 0.1 0.01 0.001 SIZE - mm. %3and Coarse 6.1 SIEVE SIZE #4 #10 #20 #40 #100 #200 PERCENT FINER 100.0 93.9 68.5 43.3 28.5 25.0 SPEC.* PERCENT PASS? (X-NO) * (no specification provided) Sample Number: B3 Depth: 12' MACTEC ENGINEERING AND AND CONSULTING, INC. San Diego, California Medium 50.6 Fine 18.3 % Fines Silt 10.0 Clay 15.0 Material Description Light Brown Silty Sand (Lab #18837) Atterberq Limits PL= LL= Pl= Coefficients Dfl5= 1.3751 Den= 0.6833 D50= 0.5235D3n=0.1867 DIS= 0.0050 DIQ= 0.0016 Cy= 420.94 Cc= 31.44 Classification USCS=AASHTO= Remarks Date: 3/20/07 Client: TerraCosta Consulting, Inc. Project: North Agua Hedionda Interceptor Project No: 5014-04-0026.33 Figure GRAIN SIZE DISTRIBUTION TEST DATA 3/28/2007 Client: TerraCosta Consulting, Inc. Project: North Agua Hedionda Interceptor Project Number: 5014-04-0026.33 Depth: 12' Sample Number: B3 Material Description: Light Brown Silty Sand (Lab #18837) Date: 3/20/07 Sieve Opening Size #4 #10 #20 #40 •#100 #200 Percent Finer 100.0 93.9 68.5 43.3 28.5 25.0 Hydrometer test uses material passing #10 Percent passing #10 based upon complete sample = 93.9 Weight of hydrometer sample =115.67 Hygroscopic moisture correction: Moist weight and tare = 33.67 Dry weight and tare = 33.34 Tare weight = 20.63 Hygroscopic moisture = 2.6% Table of composite correction values: Temp., deg. C: 18.0 20.6 21.1 Comp. corr.: -8.0 -7.0 -7.0 Meniscus correction only = 1.0 Specific gravity of solids = 2.65 Hydrometer type a 152H Hydrometer effective depth equation: L 21.6 -6.0 16.294964-0.164 xRm Elapsed Time (mln.) 1.00 2.00 5.00 15.00 30.00 60.00 120.00 250.00 1440.00 Temp. (deg.C.) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 23.0 20.0 Actual Reading 34.0 33.0 31.0 29.0 27.0 25.0 23.0 21.0 18.0 Corrected Reading 28.1 27.1 25.1 23.1 21.1 19.1 17.1 15.2 10.8 K 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0132 0.0136 Rm 35.0 34.0 32.0 30.0 28.0 26.0 24.0 22.0 19.0 27.7 -5.0 Eff. Depth 10.6 10.7 11.0 11.4 11.7 12.0 12.4 12.7 13.2 Diameter (mm.) 0.0433 0.0308 0.0198 0.0116 0.0083 0.0060 0.0043 0.0030 0.0013 Percent Finer 23,4 22.5 20.9 19.2 17.5 15.9 14.2 12.7 9.0 MACTEC Engineering and Consulting, Inc. Cobbles 0.0 ' Gravel Coarse 0.0 Fine 0.0 Total 0.0 Sand Coarse 6.1 Medium 50.6 Fine 18.3 Total 75.0 Fines Silt 10.0 Clay 15.0 Total 25.0 D10 0.0016 D15 0.0050 D20 0.01.46 D30 0.1867 D50 0.5235 D60 0.6833 DBO 1.1714 DBS 1.3751 Dg0 1.6587 DBS 2.1388 Fineness Modulus 2.04 cu 420,94 Cc 31.44 BEST COPY MACTEC Engineering and Consulting, Inc. 04/04/2007 12:06 8585141110 MACTEC E&C LAB PAGE 03/03 04/04/2007 12:06 8585141110 MACTEC E&C LAB PAGE 02/03 Strain Dial Gauge 970843456 Strain Rate Strain Rxte APPENDIX C COASTAL DEVELOPMENT PERMIT, ENVIRONMENTAL DOCUMENTS, CEQA DOCUMENTATION STATE OF CALIFORNIA -- THE RESOURCES AGENCY ARNOLD SCHWARZENEGGER, Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO AREA 75?5 METROPOLITAN DRIVE, SUITE 103 SAN DIEGO, CA 92108-4421 (619) 767-2370 Mark Biskup 1635 Faraday Ave. Carlsbad, Ca 92008 RECEIVED AUG 18 2008 ENGINEERING DEPARTMENT Date: August 12, 2008 NOTICE OF ACCEPTANCE Applicant: City of Carlsbad Document or Plans: Final and Landscape Plans Submitted in compliance with Special Condition(s) No(s).: 1,3,7 of Coastal Development Permit No. 6-07-92 Remaining Special Condition(s): Prior to commencement of construction - Special Conditions #'s 4,6. Post-construction Special Conditions #'s 2,9. Material submitted in compliance with said Special Condition(s) of your development permit has been reviewed by the District Director and found to fulfill the requirements of said condition(s). Your submitted material and a copy df this letter have been made a part of the permanent file. Sincerely, Deborah Lee District Manager (Document3) STATE OF CALIFORNIA - THE RESOURCES AGENCY ARNOLD SCHWARZENEGGER, Governor CALIFORNIA COASTAL COMMISSION San Diego Coast Area Office 7575 Metropolitan Drive, Suite 103 San Diego, CA 92108-4421 (619) 767-2370 www.coastal.ca.gov •VW/SlfiggginSSSttttBHIII^fffSfK: I Page: 1 Date: March 18, 2008 KeTfhlrApplication No.: 6-07-092 COASTAL DEVELOPMENT PERMIT On March 6, 2008, the California Coastal Commission granted to: City of Carlsbad this permit subject to the attached Standard and Special Conditions, for development consisting of The project involves relocating and rehabilitating an existing sewer pipeline which has reached its useful life. New sewer pipeline will be installed by utilizing 1,821 lineal feet of micro-tunneling technique and approximately 436 lineal feet of conventional open trench construction. Additionally, 11 access holes will be constructed in the new pipeline alignment and 4 existing access holes will be rehabilitated. A portion of the existing pipe will remain and be abandoned in place more specifically described in the application filed in the Commission offices. The development is within the coastal zone at The north shore of Agua Hedionda between Cove Dr. and Hoover St., Agua Hedionda, Carlsbad (San Diego County) Issued on behalf of the California Coastal Commission by BEST COPY PETER M. DOUGLAS Executive Director By: TONJ-ftOSS Coastal Program Analyst ACKNOWLEDGMENT: The undersigned permittee acknowledges receipt of this permit and agrees to abide by all terms and conditions thereof. The undersigned permittee acknowledges that Government Code Section 818.4 which states in pertinent part that: "A Public entity is not liable for injury caused by the issuance. . . of any permit. . ." applies to the issuance of this permit. IMPORTANT: THIS PERMIT IS NOT VALID UNLESS AND UNTIL A COPY OF THE PERMIT WITH THE SIGNED ACKNOWLEDGMENT HAS BEEN RETURNED TO THE COMMISSION OFFICE. 14 Cal. Admin. Code Section 13158(a). Bate Signatt/re of Permittee STATE OF CALIFORNIA - THE RESOURCES AGENCY ARNOLD SCHWARZENEGGER, Governor CALIFORNIA COASTAL COMMISSION San Diego Coast Area Office 7575 Metropolitan Drive, Suite 103 San Diego, CA 92108-4421 (619)767-2370 www.coastal.ca.gov Page: 1 Date: March 18,2008 Permit Application No.: 6-07-092 COASTAL DEVELOPMENT PERMIT On March 6, 2008, the California Coastal Commission granted to: City of Carlsbad this permit subject to the attached Standard and Special Conditions, for development consisting of The project involves relocating and rehabilitating an existing sewer pipeline which has reached its useful life. New sewer pipeline will be installed by utilizing 1,821 lineal feet of micro-tunneling technique and approximately 436 lineal feet of conventional open trench construction. Additionally, 11 access holes will be constructed in the new pipeline alignment and 4 existing access holes will be rehabilitated. A portion of the existing pipe will remain and be abandoned in place more specifically described in the application filed in the Commission offices. The development is within the coastal zone at The north shore of Agua Hedionda between Cove Dr. and Hoover St., Agua Hedionda, Carlsbad (San Diego County) Issued on behalf of the California Coastal Commission by PETER M. DOUGLAS Executive Director Coastal Program Analyst ACKNOWLEDGMENT: The undersigned permittee acknowledges receipt of this permit and agrees to abide by all terms and conditions thereof. The undersigned permittee acknowledges that Government Code Section 818.4 which states in pertinent part that: "A Public entity is not liable for injury caused by the issuance. . . of any permit. . ." applies to the issuance of this permit. IMPORTANT: THIS PERMIT IS NOT VALID UNLESS AND UNTIL A COPY OF THE PERMIT WITH THE SIGNED ACKNOWLEDGMENT HAS BEEN RETURNED TO THE COMMISSION OFFICE. 14 Cal. Admin. Code Section 13158(a). Date Signature of Permittee COASTAL DEVELOPMENT PERMIT Date: March 18, 2008 Permit Application No.: 6-07-092 Page 2 of 7 STANDARD CONDITIONS: 1. Notice of Receipt and Acknowledgment. The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office. 2. Expiration. If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time. Application for extension of the permit must be made prior to the expiration date. 3. Interpretation. Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission. 4. Assignment. The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. 5. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions. SPECIAL CONDITIONS: The permit is subject to the following conditions: 1. Final Plans. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval, final construction plans for the permitted development. Said plans shall be in substantial conformance with the plans submitted by Dudek and Associates, dated July 27, 2007. The permittee shall undertake the development in accordance with the approved final plans. Any proposed changes to the approved final plans shall be reported to the Executive Director. No changes to the plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 2. Post Construction Survey. The existing condition of the upland vegetation on the subject site has been documented. The extent of impacts to the vegetation shall be assessed and documented in a post-construction survey 90 days after the completion of the project to determine actual impacts. If no impacts have occurred, no mitigation will be necessary. This condition will allow for the potential of natural restoration of any unforeseen temporary impacts. Mitigation measures will be necessary if any impacts are detected by the 90-day post-construction survey. a. If the 90-day post-construction survey identifies that temporary impacts remain, the area shall be revegetated at a 1:1 ratio. Drought tolerant native plants, obtained from local stock, if available, shall be utilized to re-establish the area consistent with its present character. No plant species listed as problematic and/or invasive by the California Native COASTAL DEVELOPMENT PERMIT Date: March 18, 2008 Permit Application No.: 6-07-092 Page 3 of 7 Plant Society, the California Invasive Plant Council, or as may be identified from time to time by the State of California shall be employed or allowed to naturalize or persist on the site. No plant species listed as 'noxious weed1 by the State of California or the U.S. Federal Government shall be utilized. b. If the 90-day post-construction survey identifies that permanent upland impacts have occurred, a permit amendment is required to address the identified impacts. c. The following goals, objectives, and performance standards shall apply to any necessary restoration: 1. Full restoration of all upland impacts that are identified as temporary, beyond the 90 day self-recovery period. Restoration of temporarily impacted areas shall include, at a minimum, removal of all non-native plant species, and replanting with locally collected native species. 2. Success criteria and final performance monitoring shall provide at least a 90% coverage of areas disturbed by construction activities within 1 year of completion of construction activities. 3. The final design and construction methods that will be used to ensure the restoration sites achieve the defined goals, objectives, and performance standards. 4. Submittal, within 30 days of initial restoration work, of post-restoration plans demonstrating that the revegetated areas have been established in accordance with the approved design and construction methods. 5. A survey taken 1 year after revegetation identifying the quantity and quality of the restored plants. If the survey demonstrates the revegetation has been unsuccessful, in part or in whole, the survey shall include a plan for remediation and further surveys / reports until the site(s) are fully restored. d. All surveys, reports or other documentation of the post-construction impacts shall be submitted to the San Diego office of the Coastal Commission within 30 days of completion. The permittee shall undertake development in accordance with the approved restoration plans. Any proposed changes to the approved plans shall be reported to the Executive Director. No changes to the approved plans shall occur without an amendment to the coastal development permit unless the Executive Director determines that no amendment is legally necessary. 3. Landscapinq/Re-Plantinq Plan. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit for review and written approval of the Executive Director, final landscaping plans for planting all areas impacted by micro-tunneling, trench digging, staging areas, maintenance road, unanticipated impacts, etc. in consultation with the California Department of Fish and Game and/or the U. S. Fish & Wildlife Service. The plan shall include the following: a. A plan showing the type, size, extent and location of all plant materials used. The landscape palate shall include the use of drought-tolerant, native and non-invasive species, which are obtained from local stock, if available. Only species typical of coastal sage habitats shall be utilized, such that the vegetation will be compatible with COASTAL DEVELOPMENT PERMIT Date: March 18, 2008 Permit Application No.: 6-07-092 Page 4 of 7 surrounding natural areas. No plant species listed as problematic and/or invasive by the California Native Plant Society, the California Invasive Plant Council, or as may be identified from time to time by the State of California shall be employed or allowed to naturalize or persist on the site. No plant species listed as 'noxious weed' by the State of California or the U.S. Federal Government shall be utilized. b. The use of rodenticides containing any anticoagulant compounds (including, but not limited to, Warfarin, Brodifacoum, Bromadiolone or Diphacinone) shall not be used. c. A planting schedule that indicates that the planting plan shall be implemented within 60 days of the post construction survey. d. A written commitment by the applicant that all required plantings shall be maintained in good growing condition, and whenever necessary, shall be replaced with new plant materials to ensure continued compliance with applicable landscape screening requirements. e. Five years from the date of issuance of the coastal development permit, the applicant shall submit a landscape monitoring report for review and written approval of the Executive Director. The report shall be prepared by a licensed Landscape Architect or qualified Resource Specialist, and certify that the on-site landscaping is in conformance with the landscape/planting plan approved pursuant to this Special Condition. The monitoring report shall include photographic documentation of plant species and plant coverage. If the landscape monitoring report indicates the landscaping is not in conformance with or has failed to meet the performance standards specified in the landscaping plan approved pursuant to this permit, the applicant, or successors in interest, shall submit a revised or supplemental landscape plan for the review and written approval of the Executive Director. The revised landscaping plan must be prepared by a licensed Landscape Architect or Resource Specialist and shall specify measures to remediate those portions of the original plan that have failed or are not in conformance with the original approved plan. The permittee shall undertake the development in accordance with the approved planting plans. Any proposed changes to the approved planting plans shall be reported to the Executive Director. No changes to the planting plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 4. Construction Best Management Practices. PRIOR TO COMMENCEMENT OF CONSTRUCTION, the applicant shall submit to the Executive Director for review and written approval, a final Storm Water Pollution Prevention Plan (SWPPP) that has been submitted to the San Diego Regional Water Quality Control Board. The SWPPP shall be in substantial conformance with the Storm Water Pollution Prevention Requirements submitted by the City of Carlsbad and dated June 2007. In addition, the SWPPP shall comply with the following construction-related requirements: COASTAL DEVELOPMENT PERMIT Date: March 18, 2008 Permit Application No.: 6-07-092 Page 5 of 7 1. No construction materials, debris, or waste shall be placed or stored where it may be subject to wave, wind, rain, or tidal erosion and dispersion; 2. Any and all debris resulting from construction activities shall be removed from the project site within 24 hours of completion of the project; 3. Construction debris and sediment shall be removed from construction areas each day that construction occurs to prevent the accumulation of sediment and other debris which may be discharged into coastal waters; 4. Adequate disposal facilities for waste materials produced during construction shall be provided; 5. All construction materials, excluding lumber, shall be covered and enclosed on all sides, and as far away from a storm drain inlet and receiving waters as possible; 6. Measures shall address the proper handling, storage, and application of petroleum products and other construction materials. These shall include a designated fueling and vehicle maintenance area with appropriate berms and protection to prevent any spillage of gasoline or related petroleum products or contact with runoff, which shall be located as far away from the receiving waters and storm drain inlets as possible; 7. Spill prevention and control measures shall be developed and implemented; 8. Equipment and machinery shall be maintained, refueled and washed in confined areas specifically designed to control runoff. Thinners or solvents shall not be discharged into sanitary or storm sewer systems; 9. Equipment and machinery that is not in use shall be stored off the beach; 10. Machinery or construction materials not essential for project improvements shall not be allowed at any time in the intertidal zone; and 11. All dewatering activities shall comply with Regional Water Quality Control Board requirements. The permittee shall undertake development in accordance with the approved SWPPP. Any proposed changes to the approved plans shall be reported to the Executive Director. No changes to the approved plans shall occur without an amendment to the coastal development permit unless the Executive Director determines that no amendment is legally necessary. COASTAL DEVELOPMENT PERMIT Date: March 18, 2008 Permit Application No.: 6-07-092 Page 6 of 7 5. Project Modifications. Only that work specifically described in this permit is authorized. Any additional work requires separate authorization from the Executive Director. If, during construction, site conditions warrant changes to the project, the San Diego District office of the Coastal Commission shall be contacted immediately prior to any changes to the project in the field. No changes to the project shall occur without an amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 6. Spill Contingency/Accidental Discharge. PRIOR TO THE COMMENCEMENT OF CONSTRUCTION, the applicant shall submit to the Executive Director for review and written approval, a final, site specific, Spill Contingency Plan that includes, at a minimum, the following requirements: a. In the event that a spill or accidental discharge of drilling fluids occurs during drilling operations, all construction shall cease and shall not recommence except as provided below: b. Following discovery of the spill or accidental discharge of drilling fluids, the applicant shall immediately implement the above stated Spill Contingency Plan. No work shall continue until all spilled fluids have been contained and/or removed and measures taken to prevent a recurrence consistent with the approved contingency plan. If the spill or accidental discharge results in a change to the approved project description or to the scope of the impacts to resources, the permittee shall submit to the Executive Director a revised project and restoration plan prepared by qualified professional(s) that provides for: (1) necessary revisions to the proposed project to avoid further spill or accidental discharge of fluids; and (2) restoration of the area(s) affected by the spill or accidental discharge to pre- project conditions. The revised project and restoration plan shall be consistent with any applicable requirements of the US Fish and Wildlife Services (USFWS), California Department of Fish and Game (DFG) and/or San Diego Regional Water Quality Control Board (SDRWQCB). The revised project and restoration plan shall be processed as an amendment to the coastal development permit. The micro-tunneling may not recommence until after an amendment to this permit is approved by the Commission, unless the Executive Director determines that no amendment is legally required. 7. Construction Schedule. PRIOR TO THE ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval, a final construction schedule identifying the project start and stop dates. The schedule shall include the following: a. Shorebird Breeding Season: 1. The schedule shall indicate that work will not occur during the shore bird breeding season, between February 15th and August 31st in any year. 2. Work may be permitted during the shore bird breeding season if the applicant has specific documented approval with justifiable reasoning from DFG and/or USFWS. COASTAL DEVELOPMENT PERMIT Date: March 18, 2008 Permit Application No.: 6-07-092 Page 7 of 7 The permittee shall undertake development in accordance with the approved construction schedule. Any proposed changes to the approved schedule shall be reported to the Executive Director. No changes to the approved schedule shall occur without an amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 8. Staging/Storage Area. All staging and storage shall be maintained within the proposed staging areas located outside of sensitive habitat. If conditions require relocation of staging/storage areas, the San Diego District office of the Coastal Commission shall be contacted prior to any changes to the project in the field. 9. As-Built Plans. Within 90 days following completion of the project, the permittee shall submit as-built plans to be reviewed and approved in writing by the Executive Director documenting that the sewer-line was constructed consistent with the Executive Director approved Construction, Landscaping/Re-Planting and Staging/Storage Area plans detailed in Special Conditions #1, 3, 8. G:\San Diego\Permits 2000\6-07-092p.doc City of Carlsbad Planning Department MITIGATED NEGATIVE DECLARATION CASE NAME: CASE NO: PROJECT LOCATION: Hedionda Interceptor (NAHI) WesternCity of Carlsbad North Agua Segment Realignment Project EIA 07-01 The proposed project is located within the City of Carlsbad along the north shore of the Agua Hedionda Lagoon. PROJECT DESCRIPTION: The Proposed Project would relocate the existing NAHI western segment located along the shoreline of the North Agua Hedionda Lagoon in the City of Carlsbad, County of San Diego, to further inland by utilizing 1,821 linear feet of micro-tunneling techniques and approximately 436 linear feet of conventional open trench construction. Construction of the project would take approximately four months beginning in September 2007. DETERMINATION: The City of Carlsbad has conducted an environmental review of the above described project pursuant to the Guidelines for Implementation of the California Environmental Quality Act and the Environmental Protection Ordinance of the City of Carlsbad. As a result of said review, the initial study (EIA Part 2) identified potentially significant effects on the environment, and the City of Carlsbad finds as follows: £K] Although the proposed project could have a significant effect on the environment, there will not be a significant effect in this case because the mitigation measures described on an attached sheet have been added to the project. |~1 The proposed project MAY have "potentially significant impact(s)" on the environment, but at least one potentially significant impact 1) has been adequately analyzed in an earlier document pursuant to applicable legal standards, and 2) has been addressed by mitigation measures based on the earlier analysis as described on attached sheets. (Mitigated Negative Declaration applies only to the effects that remained to be addressed). I | Although the proposed project could have a significant effect on the environment, there WILL NOT be a significant effect in this case because all potentially significant effects (a) have been analyzed adequately in mrearlier ENVIRONMENTAL IMPACT REPORT or NEGATIVE DECLARATION pursuant to applicable standards and (b) have been avoided or mitigated pursuant to that earlier ENVIRONMENTAL IMPACT REPORT or NEGATIVE DECLARATION, including revisions or mitigation measures that are imposed upon the proposed project. Therefore, nothing further is required. A copy of the initial study (EIA Part 2) documenting reasons to support the«Mjtigated Negative Declaration is on file in the Planning Department, 1635 Faraday Avenue, Carlsbad, Califl)?nia 92008. ATTEST: L] •Or*\ sb* DONNEU Planning Director FILED IN Trj£OFFiCE OF THE COUNTY CLERK San Diego County on JUL272007 ^ Posted JUL 27 Returned to agency*on Deputy o 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-4600 • FAX (760) 602-8559 • www.ci.carlsbad.ca.us 0 1 4 1 8 2 Notice of Determination ^— To: [X] Office of Planning and Research From: CITY OF CARLSBAD -^^ P.O. Box 3044 Planning Department Sacramento, CA 95812-3044^, h h fH If^i 1635 Faraday Avenue IF 11 Ik p ly Carlsbad, CA 92009 13 SD County Clerk Gngory J. 5.«. RK«*tfCou«ty Ctofc ^ (760)602-4600 Attn: Anthony J. Consul Mail Stop A-33 JUL Z / £UU/ 1600 Pacific Highway San Diego, CA 92101 .;, ., K -' '' ^' DEPUTY Project No: EIA 07-01 Filing of Notice of Determination in compliance with Section 21108 or 21152 of the Public Resources Code. City of Carlsbad North Agua Hedionda Interceptor (NAHI) Western Segment Realignment Project. Project Title 2007061082 City of Carlsbad, Pam Drew (760) 602- 4644 State Clearinghouse No. Lead Agency, Contact Person Telephone Number North Shore of the Agua Hedionda Lagoon between Hoover Street & Cove Drive, Carlsbad, CA, 92008, within the County of San Diego. • Project Locations (include County) Name of Applicant: City of Carlsbad """*" Applicant's Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Applicant's Telephone Number: (760) 602-2763 Project Description: The project involves relocating an existing sewer line, located along the north shore of the Agua Hedionda Lagoon, further inland. The new sewer line will be installed by utilizing 1,821 linear feet of micro-tunneling techniques and approximately 436 linear feet of conventional open trench construction with eleven new access holes and rehabilitation of four existing access holes. This is to advise that the City of Carlsbad has approved the above described project on July 17, 2007, and has made the following determination regarding the above described project. 1. The project will not have a significant effect on the environment 2. I I An Environmental Impact report was prepared for this project pursuant to the provisions ofCE'QA. P<] A Mitigated Negative Declaration was prepared for this project pursuant to the provisions ofCEQA. I | This project was reviewed previously and a Negative Declaration was prepared pursuant to the provisions ofCEQA. 3. Mitigation measures were made a condition of the approval of the project. 4. A mitigation reporting or monitoring plan was adopted for this proj&gp..- 5. A statement of Overriding Considerations was not adopted for thifproject. 6. Findings were made pursuant to the provisions of CEQA. VjST This is to certify that the final Mitigated Negative Declaration with corjiments and responses and record of oroject approval is available to the General Public at the CITY OF CARLSBAD. - DON NEU, Planning Director Date Date received for filing at OPR: Revised December 2004 Sect/on 3.0 Environmental Impact Assessment Form - Initial Study LIST OF MITIGATION MEASURES Biological Resources Mitigation Measures for Sensitive Wildlife Species BIO - 1 The City construction contractor shall avoid construction activities outside of the February 15 through August 31 bird breeding season; or • A qualified biologist shall conduct a focused survey for bird nests 500 feet from construction activities not more than 72 hours prior to commencement of construction. If active nests are found, noise levels at or below 60 dBA Leq shall be maintained anywhere within 300 feet of occupied nest locations of sensitive species. The maintenance of acceptable noise levels shall be confirmed through noise measurements at active nest locations during peak construction activity by a qualified acoustician. Project Design Feature B-l: Construction plans for staging Area B shall note that all direct impacts to coastal sage scrub (including disturbed forms) shall be avoided during construction through the placement of temporary fencing and monitoring by a qualified biologist. Cultural Resources CULT-1 Testing to Determine Site Significance and Monitoring of all earthmoving activities shall occur to the satisfaction of the City of Carlsbad Planning Department. Testing and Archaeological Monitoring shall consist of the following measures: • Testing. Prior to ground disturbance activities, a qualified archaeologist approved by the City of Carlsbad shall test those sites that have not yet been tested so that a determination of significance can be made. If the resource is determined to be significant, then impacts shall be mitigated through avoidance if feasible. If avoidance is not feasible, then mitigation of impacts through the completion of a data recovery program shall be required. July 2007 * 4775-09 NAHI Western Segment Realignment Project MND 3-54 o Sect/on 3.0 Environmental Impact Assessment Form — Initial Study • Data Recovery. If site avoidance, the preferred mitigation measure, is not feasible, then a data recovery program shall be prepared and approved by the City of Carlsbad to recover a large enough sample of cultural material so that information of importance in addressing regional research questions will not be irretrievably lost through impacts. • Monitoring. Provide a qualified archaeological monitor and Native American monitor shall be provided during construction so that buried cultural resources can be identified in the field. Upon identification, the resource(s) shall be tested to determine significance with appropriate mitigation measures used as identified above. The City of Carlsbad Cultural Resource Guidelines provide the following specific measures to conduct the monitoring and evaluation program that shall be used for cultural resources within the NAH1 project area. Prior to Preconstruction (Precon) Meeting 1. Planning Department (PD) Plan Check a. Prior to the first Precon Meeting, the Environmental Compliance Officer/Planner (ECO/P) of PD shall verify that the requirements for Archaeological Monitoring and Native American monitoring, if applicable, have been noted on the appropriate construction documents. 2. Submit Letter of Qualification to ECO/P a. Prior to the first Precon Meeting, the applicant shall provide a letter of verification to the ECO/P stating that a qualified Archaeologist has been retained to implement the monitoring program. 3. Records Search Prior to Precon Meeting a. At least thirty days prior to the Precon Meeting the qualified Archaeologist shall verify that a records search has been completed and updated as necessary and introduce any pertinent information concerning expectations and probabilities of discovery during trenching and/or grading activities. Verification includes, but is not limited to, a copy of a confirmation letter from South Coastal Information Center or a letter of verification that the Archaeologist has conducted a recent record search for the project site. July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-55 Section 3.0 Environmental Impact Assessment Form - Initial Study Precon Meeting 1. Monitor Shall Attend Precon Meetings a. Prior to beginning any work that requires monitoring, the Applicant shall arrange a Precon Meeting that shall include the Archaeologist, Construction Manager and/or Grading Contractor. The qualified Archaeologist shall attend any grading related Precon Meetings to make comments and/or suggestions concerning the Archaeological Monitoring program with the Construction Manager and/or Grading Contractor. 2. Identify Areas to be Monitored a. At the Precon Meeting, the Archaeologist shall submit to ECO/P a copy of the site/grading plan (reduced to 11x17) that identifies areas to be monitored as well as areas that may require delineation of grading limits. During Construction 1. Monitor Shall be Present During Grading/Excavation a. The qualified Archaeologist shall be present full-time during grading/excavation of native soils and shall document activity via the Consultant Monitor Record. This record shall be sent to the ECO/P, as appropriate, each month. 2. Monitoring a. Trenches will include staging areas and all pit and micro tunneling pit areas, access areas and all appurtenances. Monitoring of trenches is required for the staging areas and all pit and micro tunneling pit areas, access areas and all appurtenances, services and all other appurtenances that impact native soils as detailed on the plans or in the contract documents identified by drawing number or plan file number. It is the Construction Manager's responsibility to keep the monitors up-to-date with current plans. 3. Discoveries a. Discovery Process In the event of a discovery, and when requested by the Archaeologist, or the Principal Investigator (PI) if the Monitor is not qualified as a PI, the Construction July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-56 Section 3.0 Environmental Impact Assessment Form — Initial Study Manager (CM), as appropriate, shall be contacted and shall divert, direct or temporarily halt ground disturbing activities in the area of discovery to allow for preliminary evaluation of potentially significant archaeological resources. The PI shall also immediately notify ECO/P of such findings at the time of discovery. b. Determination of Significance The significance of the discovered resources shall be determined by the PI. For significant archaeological resources, a Research Design and Data Recovery Program shall be prepared, approved by the agency and carried out to mitigate impacts before ground-disturbing activities in the area of discovery will be allowed to resume. July 2007 c. Minor Discovery Process for Pipeline Projects For all projects: The following is a summary of the criteria and procedures related to the evaluation of small cultural resource deposits during excavation for pipelines. (1) Coordination and Notification (a) Archaeological Monitor shall notify PI, CM and ECO/P, as appropriate. (2) Criteria used to Determine if it is a Small Cultural Resource Deposit (a) The deposit is limited in size both in length and depth; and, (b) The information value is limited and is not associated with any other resources; and, (c) There are no unique features/artifacts associated with the deposit. (d) A preliminary description and photographs, if available, shall be transmitted to ECO/P. (e) ECO will forward the information to Planning for consultation and verification that it is a small historic deposit. (3) Procedures for documentation, curation and reporting the following constitutes adequate mitigation of a small historic deposit to reduce impacts due to excavation activities to below a level of significance. (a) 100% of the artifacts within the trench alignment and width shall be documented in-situ, to include photographic records, plan view of the trench and profiles of sidewalls, recovered, photographed after cleaning, and analyzed and curated. (b) The remainder of the deposit within the limits of excavation (trench walls) shall be left intact. 4775-09 NAHI Western Segment Realignment Project MND 3-57 Sect/on 3.0 Environmental Impact Assessment Form - Initial Study (c) The Final Results Report shall include a requirement for monitoring of any future work in the vicinity. 4. Human Remains If human remains are discovered, work shall halt in that area and procedures set forth in the California Public Resources Code (Sec. 5097.98) and State Health and Safety Code (Sec. 7050.5) shall be followed as follows: a. Notification (1) Archaeological Monitor shall notify the PI, CM and ECO/P. (2) The PI shall notify the County Coroner after consultation. b. Stop work and isolate discovery site (1) CM/ECO/P, as appropriate, shall stop work immediately in the location of the discovery and any nearby area reasonably suspected to overlay adjacent human remains until a determination can be made by the County Coroner in consultation with the PI concerning the origin of the remains and the cause of death. (2) The County Coroner, in consultation with the PI, shall determine the need for a field investigation to examine the remains and establish a cause of death. (3) If a field investigation is not warranted, the PI, in consultation with the County Coroner, shall determine if the remains are of Native American origin. c. If Human Remains are Native American (1) The Coroner shall notify the Native American Heritage Commission (NAHC). (By law, ONLY the Coroner can make this call.) (2) NAHC will identify the person or persons it believes to be the Most Likely Descendent (MLD). " (3) The MLD may make recommendations to the landowner or PI responsible for the excavation work to determine the treatment, with appropriate dignity, of the human remains and any associated grave goods (PRC 5097.98). d. If Human Remains are not Native American (1) The PI shall contact the NAHC and notify them of the historical context of the burial. July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-58 Sect/on 3.0 Environmental Impact Assessment Form - Initial Study (2) NAHC will identify the person or persons it believes to be the MLD. (3) The MLD may make recommendations to the landowner or PI responsible for the excavation work to determine the treatment of the human remains (PRC 5097.98). (4) If the remains are of historic origin, they shall be appropriately removed and conveyed to the coroner, specialist, or Museum of Man for analysis. The decision for reinterment of human remains shall be made in consultation with ECO/P, the landowner, PI, and the NAHC/MLD. e. Disposition of Human Remains The landowner, or his authorized representative, shall reinter the Native American human remains and any associated grave goods, with appropriate dignity, on the property in a location not subject to further subsurface disturbance, IF: (1) The NAHC is unable to identify the MLD, or the MLD failed to make a recommendation within 24 hours after being notified by the Commission; or; (2) The landowner or authorized representative rejects the recommendation of the MLD and mediation in accordance with PRC 5097.94 (k) by the NAHC fails to provide measures acceptable to the landowner. 5. Notification of Completion The Archaeologist shall notify the ECO/P, in writing of the end date of monitoring. Post Construction 1. Handling and Curation of Artifacts and Letter of Acceptance a. The Archaeologist shall be responsible for ensuring that all cultural remains collected are cleaned, catalogued, and permanently curated with an appropriate institution; that a letter of acceptance from the curation institution has been submitted to the Planning Department; that all artifacts are analyzed to identify function and chronology as they relate to the history of the area; that faunal material is identified as to species; and that specialty studies are completed, as appropriate. July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-59 Section 3.0 Environmental Impact Assessment Form — Initial Study b. Curation of artifacts associated with the survey, testing and/or data recovery for this project shall be completed in consultation with ECO/P and the Native American representative, as applicable. 2. Final Results Reports (Monitoring and Research Design and Data Recovery Program) a. Within three months following the completion of monitoring, two copies of the Final Results Report (even if negative) and/or evaluation report, if applicable, which describes the results, analysis, and conclusions of the Archaeological Monitoring Program (with appropriate graphics) shall be submitted to ECO/P for approval. b. For significant archaeological resources encountered during monitoring, the Research Design and results of the Data Recovery Program shall be included as part of the Final Results Report. 3. Recording Sites with State of California Department of Park and Recreation The Archaeologist shall be responsible for recording (on the appropriate State of California Department of Park and Recreation forms-DPR 523 A/B) any significant or potentially significant resources encountered during the Archaeological Monitoring Program in accordance with the City's Historical Resources Guidelines, and submittal of such forms to the South Coastal Information Center with the Final Results Report. Geology/Soils GEO-1 All proposed facilities shall be designed and built in accordance with the seismic design provisions of the 1997 Uniform Building Code or the 2001 California Building Code. Additionally, all facets of excavation, construction, and facility design shall meet the standards established during final engineering design. Specifically, this shall include measures such as the over- excavation of unsuitable base soils and geologic units, the proper composition, placement, and compaction of all construction fill, the use of additional foundation design techniques as necessary, and the utilization of appropriate construction materials and methods. July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-60 Sect/on 3.0 Environmental Impact Assessment Form - Initial Study GEO-2 During final design, the City shall performed design-level geotechnical investigations to evaluate the potential for liquefaction and seismic instability to affect the approved project and all associated facilities. Where these hazards are found to exist, appropriate engineering design and construction measures shall be incorporated into the project design. Appropriate measures could include ground improvement of liquefiable zones. GEO-3 Design and construction shall be implemented under the direct supervision of a geotechnical engineer or engineering geologist as prescribed by the California Board of Consumer Affairs. These professionals shall be licensed in California by the California Board of Consumer Affairs. GEO-4 All trenching micro-tunneling and site preparation shall be performed under the observation of a geotechnical engineer and in accordance with the City's Grading Ordinance, Standard Specification for Public Works, and the 1997 Regional Supplemental Amendments. GEO-5 All unconsolidated and loose soils shall be excavated to competent soils or formational soil and benched, as required by the City's grading ordinance. Structural fill soils shall be compacted to a minimum 90 percent of the maximum dry density, as determined by ASTM Test Method D 1557-91. Moisture content in the fill shall be maintained between the optimum moisture content and three percent over optimum. GEO-6 All trenching and micro-tunneling activities shall comply with OSHA and CALOSHA requirements. Excavated areas shall be shored or sloped back for stability. Trench shields may be used in place of shoring or sloping the excavation, provided that OSHA and CALOSHA requirements are followed. Any shoring designs shall be reviewed by the geotechnical engineer or other qualified personnel. Excavation conditions shall be checked in the field and adjusted as necessary. Hydrology and Water Quality HYDRO-1 Short-term water quality impacts during construction shall be minimized by complying with federal and state regulations for groundwater discharge into surface water bodies. All discharges shall be in compliance with RWQCB requirements. If dewatering activities associated with trenching, boring and July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-61 Sect/on 3.0 Environmental Impact Assessment Form — Initial Study excavation result in possible exposure to contaminated groundwater and/or soils, the City shall ensure compliance with the State of California CCR Title 24 Health and Safety Regulations as managed by the San Diego County Department of Environmental Health. Additionally, the City shall ensure compliance with the Clean Water Act and National Pollutant Discharge Elimination System (NPDES) regulations regarding water discharge from construction activities to surface waters. HYDRO-2 The construction contractor shall be required to implement BMPs during construction in accordance with the plans and specifications prepared for the project, the General Construction Storm Water Permit (NPDES Order 99- 08-DWQ), and to the satisfaction of the City Engineer. These BMPs shall address temporary soils stabilization, temporary sediment control, wind erosion control, tracking control, and non-stormwater management. HYDRO-3 Ail equipment and vehicles required for construction, maintenance and operation shall be refueled or maintained within paved roadways or designated staging areas. All stationary equipment, such as motors or generators, shall be stored on the existing access road, drip pans shall be placed under all potential discharge conduits or leaks. All connections and fittings of hoses shall be periodically checked for leaks. HYDRO-4 All project related spills of hazardous materials shall be reported to the appropriate entities, including the USFWS, CDFG, RWQCB, and shall be cleaned up immediately. Contaminated soils shall be removed to approved disposal areas. July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-62 Page 1 of 14 PROJECT NAME: APPROVAL DATE: North Aqua Hedionda Interceptor Western Segment Realignment Project FILE NUMBERS: The following environmental mitigation measures were incorporated into the Conditions of Approval for this project in order to mitigate identified environmental impacts to a level of insignificance. A completed and signed checklist for each mitigation measure indicates that this mitigation measure has been complied with and implemented, and fulfills the City's monitoring requirements with respect to Assembly Bill 3180 (Public Resources Code Section 21081.6). Mitigation Measure Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Biological Resources Mitigation Measures for Sensitive Wildlife Species The City construction contractor shall avoid construction activities outside of the February 15 through August 31 bird breeding season; or A qualified biologist shall conduct a focused survey for bird nests 500 feet from construction activities not more than 72 hours prior to commencement of construction. If active nests are found, noise levels at or below 60 dBA Leq shall be maintained anywhere within 300 feet of occupied nest locations of sensitive species. The maintenance of acceptable noise levels shall be confirmed through noise measurements at active nest locations during peak construction activity by a qualified acoustician. Project Design Feature B-1: Construction plans for staging Area B shall note that all direct impacts to coastal sage scrub (including disturbed forms) shall be avoided during construction through the placement of temporary fencing and monitoring by a qualified biologist. Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 2 of 14 Mitigation Measure Cultural Resources Testing to Determine Site Significance and Monitoring of all earthmoving activities shall occur to the satisfaction of the City of Carlsbad Planning Department. Testing and Archaeological Monitoring shall consist of the following measures: Testing. Prior to qround disturbance activities, a qualified archaeologist approved by the City of Carlsbad shall test those sites that have not yet been tested so that a determination of significance can be made. If the resource is determined to be significant, then impacts shall be mitigated through avoidance if feasible. If avoidance is not feasible, then mitigation of impacts through the Data Recovery. If site avoidance, the preferred mitiqation measure, is not feasible, then a data recovery program shall be prepared and approved by the City of Carlsbad to recover a large enough sample of cultural material so that information of importance in addressing regional research questions will not be irretrievably lost through impacts. Monitorinq. Provide a qualified archaeoloqical monitor and Native American monitor shall be provided during construction so that buried cultural resources can be identified in the field. Upon identification, the resource(s) shall be tested to determine significance with appropriate mitigation measures used as identified above. The City of Carlsbad Cultural Resource Guidelines provide the following specific measures to conduct the monitoring and evaluation program that shall be used for cultural Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented. this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. o o Page 3 of 14 Mitigation Measure Monitoring Monitoring Department Shown on Plans Verified Implementation Remarks resources within the NAHI project area. Prior to Preconstruction (Precon) Meeting 1. Planning Department (PD) Plan Check Prior to the first Precon Meeting, the Environmental Compliance Officer/Planner (ECO/P) of PD shall verify that the requirements for Archaeological Monitoring and Native American monitoring, if applicable, have been noted on the appropriate construction documents. 2. Submit Letter of Qualification to ECO/P Prior to the first Precon Meeting, the applicant shall provide a letter of verification to the ECO/P stating that a qualified Archaeologist has been retained to implement the monitoring program. 3. Records Search Prior to Precon Meeting At least thirty days prior to the Precon Meeting the qualified Archaeologist shall verify that a records search has been completed and updated as necessary and introduce any pertinent information concerning expectations and probabilities of discovery during trenching and/or grading activities. Verification includes, but is not limited to, a copy of a confirmation letter from South Coastal Information Center or a letter of verification that the Archaeologist has conducted a recent record search for the project site. Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 4 of 14 Mitigation Measure Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Precon Meeting 1. Monitor Shall Attend Precon Meetings Prior to beginning any work that requires monitoring, the Applicant shall arrange a Precon Meeting that shall include the Archaeologist, Construction Manager and/or Grading Contractor. The qualified Archaeologist shall attend any grading related Precon Meetings to make comments and/or suggestions concerning the Archaeological Monitoring program with the Construction Manager and/or Grading Contractor. 2. Identify Areas to be Monitored At the Precon Meeting, the Archaeologist shall submit to ECO/P a copy of the site/grading plan (reduced to 11x17) that identifies areas to be monitored as well as areas that may require delineation of grading limits. During Construction 1. Monitor Shalt be Present During Grading/Excavation a. The qualified Archaeologist shall be present full- time during grading/excavation of native soils and shall document activity via the Consultant Monitor Record. This record shall be sent to the ECO/P, as appropriate, each month. 2. Monitoring a. Trenches will include staging areas and all pit and Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. u o o Page 5 of 14 Mitigation Measure Monitoring Monitoring Department Shown on Plans Verified Implementation Remarks micro tunneling pit areas, access areas and all appurtenances. Monitoring of trenches is required for the staging areas and all pit and micro tunneling pit areas, access areas and all appurtenances, services and all other appurtenances that impact native soils as detailed on the plans or in the contract documents identified by drawing number or plan file number. It is the Construction Manager's responsibility to keep the monitors up- to-date with current plans. 3. Discoveries a. Discovery Process In the event of a discovery, and when requested by the Archaeologist, or the Principal Investigator (PI) if the Monitor is not qualified as a PI, the Construction Manager (CM), as appropriate, shall be contacted and shall divert, direct or temporarily halt ground disturbing activities in the area of discovery to allow for preliminary evaluation of potentially significant archaeological resources. The PI shall also immediately notify ECO/P of such findings at the time of discovery. b. Determination of Significance The significance of the discovered resources shall be determined by the PI. For significant archaeological resources, a Research Design and Data Recovery Program shall be prepared, approved by the agency and carried out to mitigate impacts before ground-disturbing activities in the area of discovery will be allowed to resume. Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 6 of 14 Mitigation Measure c. Minor Discovery Process for Pipeline Projects For all projects: The following is a summary of the criteria and procedures related to the evaluation of small cultural resource deposits during excavation for pipelines. (1) Coordination and Notification (a) Archaeological Monitor shall notify PI, CM and ECO/P, as appropriate. (2) Criteria used to Determine if it is a Small Cultural Resource Deposit (a) The deposit is limited in size both in length and depth; and, (b) The information value is limited and is not associated with any other resources; and, (c) There are no unique features/artifacts associated with the deposit. (d) A preliminary description and photographs, if available, shall be transmitted to ECO/P. (e) ECO will forward the information to Planning for consultation and verification that it is a small historic deposit. (3) Procedures for documentation, curation and reporting the following constitutes adequate mitigation of a small historic deposit to reduce impacts due to excavation activities to below a level of significance. (a) 100% of the artifacts within the trench alignment and width shall be documented in-situ, to include Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented. this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. o o Page 7 of 14 Mitigation Measure Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks photographic records, plan view of the trench and profiles of sidewalls, recovered, photographed after cleaning, and analyzed and curated. (b) The remainder of the deposit within the limits of excavation (trench walls) shall be left intact. (c) The Final Results Report shall include a requirement for monitoring of any future work in the vicinity. 4. Human Remains If human remains are discovered, work shall halt in that area and procedures set forth in the California Public Resources Code (Sec. 5097.98) and State Health and Safety Code (Sec. 7050.5) shall be followed as follows: a. Notification (1) Archaeological Monitor shall notify the PI, CM and ECO/P. (2) The PI shall notify the County Coroner after consultation. b. Stop work and isolate discovery site (1) CM/ECO/P, as appropriate, shall stop work immediately in the location of the discovery and any nearby area reasonably suspected to overlay adjacent human remains until a determination can be made by the County Coroner in consultation with the PI concerning the origin of the remains and the cause of death. Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 8 of 14 Mitigation Measure (2) The County Coroner, in consultation with the PI, shall determine the need for a field investigation to examine the remains and establish a cause of death. (3) If a field investigation is not warranted, the PI, in consultation with the County Coroner, shall determine if the remains are of Native American origin. c. If Human Remains are Native American (1 ) The Coroner shall notify the Native American Heritage Commission (NAHC). (By law, ONLY the Coroner can make this call.) (2) NAHC will identify the person or persons it believes to be the Most Likely Descendent (MLD). (3) The MLD may make recommendations to the landowner or PI responsible for the excavation work to determine the treatment, with appropriate dignity, of the human remains and any associated grave goods (PRC 5097.98). d. If Human Remains are not Native American (1) The PI shall contact the NAHC and notify them of the historical context of the burial. (2) NAHC will identify the person or persons it believes to be the MLD. (3) The MLD may make recommendations to the landowner or PI responsible for the excavation work to determine the treatment of the human remains (PRC 5097.98). (4) If the remains are of historic origin, they shall be appropriately removed and conveyed to Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. o I Page 9 of 14 Mitigation Measure Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks 5. the coroner, specialist, or Museum of Man for analysis. The decision for reinterment of human remains shall be made in consultation with ECO/P, the landowner, PI, and the NAHC/MLD. e. Disposition of Human Remains The landowner, or his authorized representative, shall reinter the Native American human remains and any associated grave goods, with appropriate dignity, on the property in a location not subject to further subsurface disturbance, IF: (1) The NAHC is unable to identify the MLD, or the MLD failed to make a recommendation within 24 hours after being notified by the Commission; or; (2) The landowner or authorized representative rejects the recommendation of the MLD and mediation in accordance with PRC 5097.94 (k) by the NAHC fails to provide measures acceptable to the landowner. Notification of Completion The Archaeologist shall notify the ECO/P, in writing of the end date of monitoring. Post Construction 1. Handling and Curation of Artifacts and Letter of Acceptance a. The Archaeologist shall be responsible for ensuring that all cultural remains collected are Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented. this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 10 of 14 Mitigation Measure Monitoring Monitoring Department Shown on Plans Verified Implementation Remarks cleaned, catalogued, and permanently curated with an appropriate institution; that a letter of acceptance from the curation institution has been submitted to the Planning Department; that all artifacts are analyzed to identify function and chronology as they relate to the history of the area; that faunal material is identified as to species; and that specialty studies are completed, as appropriate. b. Curation of artifacts associated with the survey, testing and/or data recovery for this project shall be completed in consultation with ECO/P and the Native American representative, as applicable. Final Results Reports (Monitoring and Research Design and Data Recovery Program) a. Within three months following the completion of monitoring, two copies of the Final Results Report (even if negative) and/or evaluation report, if applicable, which describes the results, analysis, and conclusions of the Archaeological Monitoring Program (with appropriate graphics) shall be submitted to ECO/P for approval. b. For significant archaeological resources encountered during monitoring, the Research Design and results of the Data Recovery Program shall be included as part of the Final Results Report. Recording Sites with State of California Department of Park and Recreation The Archaeologist shall be responsible for recording (on the appropriate State of California Department of Park and Recreation forms-DPR 523 A/B) any Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. o Page 11 of 14 Mitigation Measure Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks significant or potentially significant resources encountered during the Archaeological Monitoring Program in accordance with the City's Historical Resources Guidelines, and submittal of such forms to the South Coastal Information Center with the Final Results Report. Geology/Soils GEO-1 All proposed facilities shall be designed and built in accordance with the seismic design provisions of the 1997 Uniform Building Code or the 2001 California Building Code. Additionally, all facets of excavation, construction, and facility design shall meet the standards established during final engineering design. Specifically, this shall include measures such as the over-excavation of unsuitable base soils and geologic units, the proper composition, placement, and compaction of all construction fill, the use of additional foundation design techniques as necessary, and the utilization of appropriate construction materials and methods. GEO-2 During final design, the City shall performed design-level geotechnical investigations to evaluate the potential for liquefaction and seismic instability to affect the approved project and all associated facilities. Where these hazards are found to exist, appropriate engineering design and construction measures shall be incorporated into the project design. Appropriate measures could include ground improvement of liquefiable zones. Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 12 of 14 Mitigation Measure GEO-3 Design and construction shall be implemented under the direct supervision of a geotechnical engineer or engineering geologist as prescribed by the California Board of Consumer Affairs. These professionals shall be licensed in California by the California Board of Consumer Affairs. GEO-4 All trenching micro-tunneling and site preparation shall be performed under the observation of a geotechnical engineer and in accordance with the City's Grading Ordinance, Standard Specification for Public Works, and the 1997 Regional Supplemental Amendments. GEO-5 All unconsolidated and loose soils shall be excavated to competent soils or formational soil and benched, as required by the City's grading ordinance. Structural fill soils shall be compacted to a minimum 90 percent of the maximum dry density, as determined by ASTM Test Method D 1557-91. Moisture content in the fill shall be maintained between the optimum moisture content and three percent over optimum. GEO-6 All trenching and micro-tunneling activities shall comply with OSHA and CALOSHA requirements. Excavated areas shall be shored or sloped back for stability. Trench shields may be used in place of shoring or sloping the excavation, provided that OSHA and CALOSHA requirements are followed. Any shoring designs shall be reviewed by the geotechnical engineer or other qualified Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented, this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. o Page 13 of 14 Mitigation Measure personnel. Excavation conditions shall be checked in the field and adjusted as necessary. Hydrology and Water Quality HYDRO-1 Short-term water quality impacts during construction shall be minimized by complying with federal and state regulations for groundwater discharge into surface water bodies. All discharges shall be in compliance with RWQCB requirements. If dewatering activities associated with trenching, boring and excavation result in possible exposure to contaminated groundwater and/or soils, the City shall ensure compliance with the State of California CCR Title 24 Health and Safety Regulations as managed by the San Diego County Department of Environmental Health. Additionally, the City shall ensure compliance with the Clean Water Act and National Pollutant Discharge Elimination System (NPDES) regulations regarding water discharge from construction activities to surface waters. HYDRO-2 The construction contractor shall be required to implement BMPs during construction in accordance with the plans and specifications prepared for the project, the General Construction Storm Water Permit (NPDES Order 99-08-DWQ), and to the satisfaction of the City Engineer. These BMPs shall address temporary soils stabilization, temporary sediment control, wind erosion control, Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Explanation of Headings: Type - Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented. this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD - Appendix P. Page 14 of 14 Mitigation Measure tracking control, and non-stormwater management. HYDRO-S All equipment and vehicles required for construction, maintenance and operation shall be refueled or maintained within paved roadways or designated staging areas. All stationary equipment, such as motors or generators, shall be stored on the existing access road, drip pans shall be placed under all potential discharge conduits or leaks. All connections and fittings of hoses shall be periodically checked for leaks. HYDRO-4 All project related spills of hazardous materials shall be reported to the appropriate entities, including the USFWS, CDFG, RWQCB, and shall be cleaned up immediately. Contaminated soils shall be removed to approved disposal areas. Monitoring Type Monitoring Department Shown on Plans Verified Implementation Remarks Explanation of Headings: Type = Project, ongoing, cumulative. Monitoring Dept. = Department, or Agency, responsible for monitoring a particular mitigation measure. information. Shown on Plans = When mitigation measure is shown on plans, this column will be initialed and dated. Verified Implementation = When mitigation measure has been implemented. this column will be initialed and dated. Remarks = Area for describing status of ongoing mitigation measure, or for other RD •• Appendix P. Sect/on 3.0 Enw'ronmenta/ Impact Assessment Form - Initial Study APPLICANT CONCURRENCE WITH MITIGATION MEASURES THIS IS TO CERTIFY THAT I HAVE REVIEWED THE ABOVE MITIGATING MEASURES AND CONCUR WITH THE ADDITION OF THESE MEASURES TO THE PROJECT. Date Signature COPY July 2007 4775-09 NAHI Western Segment Realignment Project MND 3-63 APPENDIX D GROUND WATER DISCHARGE; EWA DISCHARGE PERMIT INFORMATION Mail completed and signed application to: Encina Wastewater Authority SPECIAL USE DISCHARGE PERMIT APPLICATION Encina Wastewater Authority 6200 Avenida Encinas Carlsbad, CA 92009 Phone: (760) 438-3941 Permit No. Reviewer _ Date SECTION A - GENERAL INFORMATION 1. 2. 3. 4. 5. 6. Company/Applicant Name: Facility/Site Address: Corporate/0wner(s) Names: Head Office Address: Street € Corporation imes: City € Partnership Zip € Sole Proprietor Street City Other Address(es): Street City (Circle: Mailing, Billing, Landlord, Property Manager, Property Owner, Pretreatment Equipment Operator, etc.) Persons to contact concerning this application: (Indicate at which address contact may be reached: F - Facility, HO - Head Office, 0 - Other) Zip Zip (Attach Additional Sheet(s).) Administration Title Phone No.Ext.Address Inspection/Sampling Title Phone No.Ext.Address Other (Attach Additional Sheet(s).)Title Phone No.Ext.Address (Person Who Can Be Served Notice at the Site) Title Phone No. Ext. Address 1 Person with signatory authority to whom legal documents should be directed. See Page 4 of application for signatory requirements and statement. 7. 9. 10. Sewer Agency:€ Buena Sanitation District € City of Carlsbad €City of Encinitas € City of Vista € Leucadia County Water District € Vallecitos Water District Discharge Alternatives: Provide a detailed description of the alternatives investigated for disposal including reasons why all other alternatives were not chosen. Attach additional sheet(s). Environmental Risk or Health Hazard: Explain why the discharge is necessary to mitigate an environmental risk or health hazard or to protect the beneficial reuse of Wastewater byproducts. Attach additional sheet(s). Waste Origin: The source of the proposed discharge is within the Encina Service Area. (Initial) 11. Using the criteria established by regulations of the EPA and the State, the proposed discharge is not considered to be toxic or hazardous. (Initial) SECTION B - DISCHARGE CHARACTERISTICS WATER QUALITY INFORMATION 1. Describe all present and past business or other activity(s) occurring at the facility/site that may have an effect on the water quality of the proposed discharge. Attach additional sheet(s). Describe the known or suspected pollutant source(s) and history of the wastewater contaminants. Attach additional sheet(s). Give common and technical names of any materials suspected to be present in the discharge. Briefly describe the physical and chemical properties and concentrations of each substance. Attach additional sheet(s) if necessary including all existing laboratory reports. Name Description Concentration FLOW INFORMATION 1. Describe each proposed discharge by Well #, Pump # or Sample Point #. Attach additional sheet(s) if necessary. Well, Pump or Sample # Flow1 Metered Estimated Discharge Type2 Daily Max Flow3 Peak Hydraulic Flow4 Hours of Discharge Days of Discharge Discharge Period (Mo/Yr) Pretreat- ment (YorN) I - Average Gallons Per Discharge Day 3 - Maximum Gallons Per Discharge Day FLOW INFORMATION (Cont.) 2 - B = Batch; C = Continuous; I = Intermittent 4 - Instantaneous Maximum Gallons 2. Is the discharge from your system controlled: € Manually € Automatically 3. Describe any engineering controls and/or planned procedures for preventing flows greater than your permitted amount from entering the sewer system. Attach additional sheet(s). 4. Is there any existing or planned discharge to storm drains? € Yes €No If yes, list NPDES Permit Numbers(s) and attach a copy of the Monitoring and Reporting Requirements. 5. Describe your plan for mitigating the need to discharge to the sewer in the future. Attach additional sheet(s). PRIORITY POLLUTANT INFORMATION Place an "x" by each listed chemical which may be present in your discharge. Some compounds are also known by other names. Include the estimated concentration in mg/L, if known. € Asbestos (fibrous) € Cyanide (total) € Antimony (total) € Arsenic (total) € Beryllium (total) € Cadmium (total) € Chromium (total) € Copper (total) € Lead (total) € Mercury (total) € Nickel (total) € Selenium (totalO € Silver (totalO € Thallium (total) €Zinc(total) € Acenaphthene € Acenaphthylene €Acrolein €Acrylonitrile €Aldrin € Anthracene € Benzene €Benzidine €Benzo (a) anthracene €Benzo (b) fluoroanthene €Benzo (k) fluoroanthene €Benzo (g,h,i) perylene €Benzo (a) pyrene €a-BHC (alpha) €b-BHC(beta) €d-BHC (delta) €g-BHC (gamma) €Bis (2-chloroethyl) ether €Bis (2-chloroethoxy) methane €Bis (2-chloroisopropyl) ether € Carbon tetrachloride € Chlordane € 4-chloro-3methylphenol € Chlorobenzene CChloroethane € 2-chloroethyl vinyl ether € Chloroform €Chloromethane € 2-chloronaphthalene €2-chlorophenol €4-chlorophenyl phenyl ether € Chrysene €4,4'-ODD €4,4'-DDE €4,4'DDT CDibenzo (a,b) anthracene € Dibromochloromethane € 1,2-dichlorobenzene € 1,3-dichlorobenzene € 1,4-dichlorobenzene € 3,3 '-dichlorobenzidine €1,1 -dichloroethane €•1,2-dichloroethane €1,1 -dichloroethylene € 1,2-trans-dichloroethylene € 2,4-dichlorophenol € 1,2-dichloropropane € 1,3-dichloropropylene €Dieldrin €Diethyl phthalate €2,4-dimethyl phenol € Dimethyl phthalate €di-n-butyl phthalate €di-n-octyl phthalate €4,6-dinitro-o-cresol €Endrin aldehyde € Ethylbenzene €Fluoranthene €Fluorene €Heptachlor €Heptachlor epoxide € Hexachlorobenzene € Hexacholorobutadiene € Hexachlorocyclopentadiene € Hexachloroethane €Indeno (l,2,3-c,d) pyrene €Isophorone €Methylene chloride € Naphthalene € Nitrobenzene €2-nitrophenol € 4-nitrophenol € n-nitrosodimethylamine € n-nitrosodi-n-propylamine € n-nitrosodiphenylamine €PCB-1016 €PCB-1221 €PCB-1232 €PCB-1242 €PCB-1248 €PCB-1254 €PCB-1260 € Pentachlorophenol €Phenanthrene € Phenol € Pyrene €2,3,7,8-tetrachlorodibenzo-p-dioxin €1,1,2,2-tetrachloroethane € Tetrachloroethylene € Toluene € Bis (chloromethyl) ether €2,4-dinitrophenol €Toxaphene €Bis (2-ethylhexyl) phthalate € 2,4-dinitrotoluene € 1,2,4-trichlorobenzene € Bromodichloromethane € 2,6-dinitrotoluene €1,1,1 -trichloroethane € Bromoform € 1,2-diphenylhydrazine €1,1,2-trichloroethane €Bromomethane €a-endosulfan (alpha) €Trichloroethylene €4-bromophenylphenyl ether €b-endosulfan(beta) €2,4,6-trichlorophenol € Butyl benzyl phthalate € Endosulfan sulfate € Vinyl chloride € Endrin SECTION C - DRAWING AND INFORMATION SUBMITTAL REQUIREMENTS (Diagrams may be submitted separately or combined as long as the required information is included.) 1. Assessor's Parcel Number(s): Provide the parcel numbers for all properties in the affected drainage area. 2. Facility/Site Diagram(s): Attach a diagram of the facility/site which includes the plume and/or drainage area, directional flow of water, all existing or proposed wells, pumps, sample points, flow meters, sewer drains, sewer laterals, manholes, discharge point(s), and containment structures (berms). 3. Wastewater Treatment Diagram(s): Attach a diagram of the wastewater pretreatment system (if any) and give expected pollutant removal efficiencies. Include engineering calculations supporting the sizing of the proposed pretreatment equipment. 4. Cleanup and Abatement Order: Attach a copy of any Cleanup and Abatement Order issued by any other regulatory agency having jurisdiction over the discharge, including the pretreatment proposed or required by that order. 5. Remediation Plan: Attach a copy of any proposed or approved Remediation Plan prepared for the property. 6. Sampling Schedule: Attach a proposed sampling schedule including sampling points and constituents. 7. Liens: Attach a copy of any liens against the property. 8. General Liability: Attach proof of general liability and environmental impairment liability insurance of at least $5,000,000 naming EWA and the Member Agencies as additional insureds, and covering all liability for damages resulting from the discharge. 9. Indemnity Agreement: Attach the signed Indemnity Agreement provided to you with this application. SECTION D - CERTIFICATION The certification statement below must be signed as required in items 1, 2, 3 or 4 below: 1. By a responsible corporate officer, if the User submitting the reports is a corporation. For the purpose of this section, a responsible corporate officer means: a. a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any person who performs similar policy or decision-making functions for the corporation; or b. the manager of one or more manufacturing, production or operation facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. 2. By a general partner or proprietor, if the User submitting the reports is a partnership or sole proprietorship, respectively. 3. By the principal executive officer or director having responsibility for the overall operation of the discharging facility, if the User submitting the reports is a Federal, State, or local governmental entity, or their agents. 4. By a duly authorized representative of the individual designated in item 1,2 or 3 of this section if: a. the authorization is made in writing by the individual described in item 1,2, or b. the authorization specifies either an individual or a position having responsibility for the overall operation of the facility from which the Discharge originates, such as the position of plant manager, operator of a well, or a well field superintendent, or a position of equivalent responsibility, or having overall responsibility for environmental matters for the company; and c. the written authorization is submitted to the Encina Wastewater Authority. "/ certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant •******- penalties for submitting false information including the possibility of fines and imprisonment for knowing violations. " SIGNATURE TITLE PRINT NAME DATE INDEMNITY AGREEMENT THIS AGREEMENT is made on _ , by and between the MEMBER AGENCY DISTRICT OR CITY AND THE ENCINA WASTEWATER AUTHORITY (hereinafter "Licensors"), and _ (hereinafter "Licensee"); Licensors and Licensee shall sometimes hereinafter be referred to as the "Parties". RECITALS A. Licensors are the owner/operator of the sewer treatment plant located at 6200 Avenida Encinas in Carlsbad, California (the "Property") and the associated collection system; B. Licensee now desires to discharge _ to the sanitary sewer system as described in the Special Use Discharge Application attached hereto and made a part hereof. NOW THEREFORE, in consideration of the granting of the foregoing, the mutual premises, covenants, conditions and agreements hereinafter set forth, and other good and valuable consideration, the receipt and adequacy of which are acknowledged, the Parties agree as follows: 1. Grant of License - Licensors hereby grant to Licensee, and its employees, representatives and contractors a non-exclusive license (hereinafter the "License") to discharge to the sanitary sewer system as described in Recitals Paragraph B above. This License shall commence on _ , and shall end on _ , unless the parties agree in writing to extend "^^ the term of the License. Prior to the expiration of the License, Licensee shall, at its sole cost and •*** expense, (a) permanently close the connection to the sanitary sewer system and (b) remove all debris resulting from operations. 2. Compliance with Laws - Licensee shall conduct all operations, which are the subject of this License in compliance with all federal, state, and municipal statutes and ordinances, and with all regulations, orders, and directives of appropriate governmental agencies, as such statutes, ordinances, regulations, orders and directives now exist or provide. 3. Permits - Licensee, at no cost or expense to Licensors, shall be responsible for obtaining any and all governmental permits and approvals, which may be necessary for it to conduct any work or activities under this License Agreement. 4. Liens and Claims - Licensee will not permit any mechanics', vendor's, or similar liens or claims to stand against the Licensors for labor or material furnished in connection with any work performed by Licensee under this License Agreement. Upon reasonable and timely notice of any such lien or claim delivered to Licensee, Licensee may bond and contest the validity and the amount of such lien, but Licensee will immediately pay any judgment rendered, will pay all proper costs and charges, and will have the lien or claim released at its sole expense. 5. Cooperation - Licensee agrees to coordinate its activities with Licensors to minimize any impairment of access by customers or business invitees of Licensors to the Property. * 6. Indemnification - Licensee agrees that it will indemnify and hold Licensors, their officers, directors, agents and employees, harmless from and against any claims, demands, liens, 1 actions, suits, judgments, losses, damages, attorney's fees, costs or expenses, and civil criminal or administrative penalties based upon or arising out of or claimed to have arisen out of alleged acts, errors or omissions of Licensee or its authorized contractors, employees and agents in conducting the activities under this License Agreement, including the activities authorized under the Wastewater Discharge Permit issued by the Encina Wastewater Authority (EWA). This indemnification is expressly conditioned on the following: (a) In the event Licensors identify any matter to which this indemnification may apply or receive a notice or claim from any third party of such matter, it shall immediately, and in every case within ninety (90) days of said notice or claim, notify Licensee in writing of such matter. (b) Licensors shall cooperate with Licensee by allowing Licensee, its agents, representatives, contractors and consultants, prompt and ready access to the sanitary sewer system for the purpose of investigating any matter to which this indemnity may apply. Licensors shall provide Licensee with copies of all investigative reports, data or other information in any form which Licensors, its consultants, agents or attorneys may have pertaining to any such matter, on request of Licensee. (c) Notwithstanding anything in this agreement to the contrary, in no event shall Licensee be liable for any special, indirect or consequential damages, including but not limited to claims for loss of use, rents, anticipated profit or business opportunity, or business interruption or mental or emotional distress or fear of injury or disease. (d) This indemnification shall survive termination of this Agreement and expiration of the Permit and shall be effective until the expiration of any applicable statutes of limitations. 7. Compliance with Wastewater Discharge Permit - Licensee agrees to comply with the EWA Pretreatment Ordinance and the terms of the Wastewater Discharge Permit issued by the EWA. Licensee shall not add to the sanitary sewer any material not authorized under the Permit. In the event Licensee adds any material to the sewer that causes a violation of EWA's NPDES Permits, as defined in the EWA Pretreatment Ordinance, Licensee shall indemnify Licensors in accordance with paragraph 6 above. 8. Severability - In case any one or more of the provisions contained in this Agreement shall be invalid, illegal or unenforceable in any respect, the validity, legality, and enforceability of the remaining provisions contained herein shall not in any way be affected or impaired thereby. 9. Notices - Any notice provided for herein or otherwise required to be given hereunder shall be deemed received when personally served or three (3) days after mailing by certified or registered United States mail, return receipt requested, postage prepaid, or by facsimile machine, with transmission and receipt confirmed, or by nationally recognized overnight delivery service, addressed as follows: To Licensors: Encina Wastewater Authority District or City 6200 Avenida Encinas Address Carlsbad, California 92009 To Licensee: With Copies to: The person and place to which notices are to be mailed may be changed by either party by providing written notice of same to the other. 10. Assignment Successors and Assigns - This Agreement may be assigned by either party and in and in such event shall be binding upon and inure to the benefit of the Parties' respective representatives, successors and assigns. 11. Entire Agreement - This License Agreement represents the full, complete and entire agreement between the parties with respect to the subject matter hereof, and the rights and remedies of the Parties shall be solely and exclusively those herein contained, and in lieu of any remedies otherwise available at law or in equity. 12. Governing Law - This Agreement shall be construed and interpreted and governed by and in accordance with the local law of the State of California without reference to any choice of law, rules or policies which may refer the resolution of any dispute arising hereunder to the laws of any other jurisdiction. 13. Counterparts - This Agreement may be executed in one or more counterparts, each of which shall be deemed an original, and all of which, taken together, shall constitute one and the same Agreement. IN WITNESS WHEREOF, the Parties have executed this License Agreement by their duly authorized representative on the date first above written. LICENSORS: LICENSEE: DISTRICT OR CITY & ENCINA WASTEWATER AUTHORITY By: By: Name: Name: Title: Title: _ Date: . Date: EPA APPROVED SAMPLING AND ANALYTICAL METHODS Pollutant BOD or CBOD COD CM, A CN,T Metals Cd,Cr,Cu,Pb,Ni,Ag Zn Optional methods: Cd Cr Cu Pb Ni Ag Oil & Grease PH IDS TSS TTO Pharm. Organics Acetone Methylene Chloride Ethyl acetate n-Amyl acetate Isopropyl acetate Analytical Method . - • • . 410.3, 410.4 Rev 2.0, 5220C, 5220 D 4500-CN (G) 335.4 Rev 1 .0 4500-CN (C,D,E, or F) 3111B or C, 3113B, 3120B, 200.9 Rev 2.2, 2"0~07~"Rev:44 200.8 Rev 5.4 3111B or C, 3120B, 289.2, £00~.7.ReV44 200.8 Rev 5.4," 3500 Zn (B, E, or F) 3500 Cd (D) 3500 Cr (B or D) 3500 Cu (B, C, D, or E) 3500 Pb (B or D) 3500 Ni (D) None 1664A ^5pO-H+Bj, 150.2 gsjtoc £_5jiojpj 624, 625, 1624, 1625 D3695, D4763, 524.2 502.2, 524.2 1666, D3695 1666, D3695 1666, D3695 Container1 P, G, FP P P, G, FP P, G, FP P, G, FP G P, G, FP P, G, FP P, G, FP G G Preservation Method Cool, 0-6°C Cool, 0-6°C, H2SO4 to pH<2 Cool, 0-6°C NaOHtopH>12 0.6g ascorbic acid2 Cool, 0-6°C NaOHtopH> 12 0.6g ascorbic acid2 HNO3 to pH < 2 Or HNO3 to pH < 2 at least 24 hours prior to analysis Cool, 0-6°C HCIorH2SO4topH<2 None Cool, 0-6°C Cool, 0-6°C Cool, 0-6°C 624/1624=HCItopH<2 Cool, 0-6°C 1666/524.2=HCI to pH <2 Maximum Holding Time3 48 hours 28 days 14 days 14 days 6 months 28 days Analyze within 15 min 7 days 7 days 624/1624=14 days 625/1625=7 days 502.2/524.2= 14 days 1666/03695= 14 days "P" is polyethylene; "G" is Glass ; "FP" is Fluoropolymer , PTFE, or Telflon Only added if residual chlorine is present. Holding [time starts at the end of the composite period. liiil^ 3/10/2008 COPY CONTRACT LABORATORY LIST Associated Laboratories (714) 771-6900 ATS Laboratories (760) 344-2532 Clarkson Laboratory & Supply, Inc. (619) 425-1932 Columbia Analytical (818) 587-5550 D-Tek Analytical Laboratories (858) 566-4540 Edward S. Babcock & Sons, Inc. (909) 653-3351 Enviromatrix Analytical, Inc. (858) 560-7717 Environmental Engineering Lab (619) 298-6131 Motile Laboratory Services (760) 929-8213 MWH Laboratories (626) 386-1100 Positive Lab Service (213) 745-5312 Test America (949) 261-1022 *West Coast Analytical Service (Bodycote) (562) 948-2225 Western Solutions, Inc. (760) 931-8081 *Certified to perform testing on the five regulated pharmaceutical organics: 1) Acetone 2) n-Amyl acetate 3) Ethyl acetate 4) Isopropyl acetate 5) Methylene chloride L:\SOURCE\Industry Handouts\Contract Lab List 022808.doc APPENDIX E APPLICABLE CITY STANDARD DRAWINGS LIMIT OF GRIND 1-FT. MIN SAWCUT LINE TYPICAL VARIES TRENCH WIDTH PER PLAN OR CITY STANDARD 1-FT. MIN ASPHALT CONCRETE FINSH COURSE, SEE NOTE 6 & 7 EXISTING AC AND BASE LIMIT OF GRIND (TYP.) ASPHALT CONCRETE BASE COURSE, SEE NOTE 5 AGGREGATE BASE NOTES: 1. THE DETAIL SHOWN ABOVE APPLIES TO TRENCH RESURFACING FOR A.C. PAVEMENT AND PIPELINES 6 INCHES IN DIAMETER AND LARGER. 2. EXISTING A.C. SHALL BE CUT AND REMOVED IN SUCH A MANNER SO AS NOT TO TEAR, BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND VERTICAL ALL CUTS SHALL BE PARALLEL OR PERPENDICULAR TO STREET CENTERLINE, WHEN PRACTICAL. 3. BASE MATERIAL SHALL BE REPLACED TO DEPTH OF EXISTING BASE. A.C. MAY BE SUBSTITUTED FOR BASE MATERIAL. 4. A TACK COAT OF ASPHALTIC EMULSION OR PAVING ASPHALT SHALL BE APPLIED TO EXISTING A.C OR P.C.C. CONTACT SURFACES. PRIOR TO RESURFACING. 5. ASPHALT CONCRETE RESURFACING (BASE COURSE): o. MINIMUM TOTAL A.C. THICKNESS SHALL BE ONE INCH GREATER THAN EXISTING A.C. AND SHALL MATCH ADJACENT ELEVATIONS, b. A.C. SHALL BE B-PG64-10 FOR BASE COURSE, PER SECTION 203-6 OF SSPWC. 6. ASPHALT CONCRETE RESURFACING (FINISH COURSE): a. PROVIDE 2 INCH DEEP GRIND AND A.C. FINISH COURSE C2-PG64-10, PER SECTION 203-6 OF SSPWC. b. FINISH COURSE FOR RESURFACING SHALL BE LAID DOWN USING A SPREADER BOX OR PAVER AND COMPACTED WITH A STEEL ROLLER. c. SMOOTHNESS AND COMPACTION OF RESURFACING SHALL MEET THE REQUIREMENTS OF SEC 302-5.6.2 SSPWC EXCEPT THAT THE SMOOTHNESS SHALL BE DETERMINED OVER THE LENGTH AND WIDTH OF PAVEMENT AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS. 7. SURFACE TREATMENT TO MATCH EXISTING PAVEMENT, E.G.: SLURRY, CHIP SEAL, ETC. 8. SLOUGHING OF TRENCH UNDER PAVEMENT SHALL BE CAUSE FOR REQUIRING ADDITIONAL PAVEMENT AND BASE. 9. WHEN THE EDGE OF THE GRIND LINE IS WITHIN 12 INCHES OF EDGE OF PAVEMENT, ANY STRUCTURE, AN ADJACENT TRENCH PATCH OR ANY OTHER PAVING JOIN LINE THE 2 INCH DEEP GRIND SHALL BE EXTENDED TO THE EXISTING STRUCTURE OR JOIN LINE. REV.APPROVED DATE CITY OF CARLSBAD TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT CITY ENGINE! SUPPLEMENTAL STANDARD NO. STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. S4. 12" WIDE X PAVEMENT OR MIN. SLOPE WIDTH SHALL EQUAL MIN.=5 . TOP=2-2 1/2 CLASS 560-C-3250 CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). VARIABLE B JOINT DETAILS ^ 'SEE DWG S1A 3/4" PIPE DIA. N B 4" MIN. SECTION A-A 6-INCHES OF 3/4" CRUSHED. ROCK BASE SECTION C-C NOTES: CAST IN PLACE CONCRETE FOR BASE SHALL BE TYPE 560-B-3250. ALL PIPE IN MANHOLE SHALL BE PVC AND SHALL BE INCLUDED AS PART OF MANHOLE. MANHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. STUB OUTS SHALL HAVE A MINIMUM LENGTH OF 3 FEET BEYOND MANHOLE. SDR 35 PVC PIPE MAY BE INSTALLED IN STRAIGHT-THROUGH MANHOLES WITH NO JUNCTIONS. THE TOP SECTION OF PIPE SHALL BE REMOVED FLUSH WITH TOP OF SHELF. CUTS SHALL BE NEAT AND DRESSED MINIMIZING BURRS AND ROUGH EDGES. EACH SHAFT AND RISER JOINT SHALL BE SEALED PER JOINT DETAIL ON DWG S-1A WITH BUTYL RUBBER SEALANT ROPE. WHEN MANHOLE FORMS THE JUNCTION OF SEWERS AND/OR AN ANGLE IN MAIN ALIGNMENT. SPECIAL CARE SHALL BE USED IN FORMING THE CHANNELS TO FACILITATE THE FLOW OF SEWAGE. INVERTS SHALL BE TRUE TO GRADE AND ALIGNMENT AND FINISHED WITH SMOOTH SURFACE. PLAN B-B NOT TO SCALE oREV.APPROVED DATE CITY OF CARLSBAD STANDARD SEWER MANHOLE CITY ENGINEER '. 7//o/og DATE SUPPLEMENTAL STANDARD NO.S-l STANDARD CAST IRON MANHOLE PAVEMENT OR FINISH GRADE.MIN. SLOPE 1" PER FT. WIDTH SHALL EQUAL INSIDE DIA OF PIPE.FRAME & COVER - SEE DWG. NO. S4 CONCRETE COLLAR, CLASS 560-C-3250 WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). RINGS AS REQUIRED. MAX.=11". MIN.=5", TOP=2-2 1/2 RINGS. 3/4" PIPE DIASECTION A-A NOTES: BENTONITE CLAY PANEL PIPE TO AH JOINT DETAIL BOTH SURFACES POUR BASE AGAINST VARIABLE MANHOLE PROFILE PVC PIPE MANHOLE- CHANNEL PVC - USE PLASTICMANHOLE COUPLING 6-INCHES OF 3/4" CRUSHED ROCK BASE PVC LINING BUTYL RUBBER PLASTIC MANHOLECOUPLING GROUT FIELD MORTAR 2:1 MASONRY SAND/ PLASTIC CEMENT . MANHOLE/ BASE PVC PIPE SECTION A-A JOINT DETAIL ALL CONCRETE TO CONCRETE JOINTS SHALL BE NOTCHED INSTALL T WELD STRIPS WHERE T-LOCK IS WELDED; I.E.. TOP OF CHANNEL, SHAFT TOSHELF, TURtf BACK TO PIPE FACE, CORNERS,ETC. PVC TURN BACK ON PVC PIPING SHALL BE A MINIMUM OF 6". PVC TURN BACK SHALL BE HELD TIGHT TO PVC PIPING BY 1/2" STEEL BAND WITHCONTACT CEMENT ADHESIVE APPLIED TO NO FLAT SHEET PVC SHALL BE USED. FORMIN T-LOCK OR ARROWLOCK ON SHELF ANDCHANNEL. OVERLAP PVC ONTO MANHOLESHAFT AND CHANNEL LINER; WELD TO BOTH AND COMPLETE WITH 1" WELD STRIPS. INSTALL NONSKID SURFACE ON MANHOLE SHELF. INSTALL PRE FORMED CORNER TURN BACKUNDER RING. WELD 4" JOINT STRIPS AND FINISH BOTH EDGES WITH 1" WELD STRIPS. COMPLETE CONCRETE CHANNEL SHALL BECONSTRUCTED WITH FORMS AND ALL BUTTHE LOWER 90' SHALL BE T-LOCK UNED. THE "TS" SHALL RUN VERTICAL AS IN THEMANHOLEE SHAFT AND SHALL BE TACKED ATTHE TERMINUS OF THE T-LOCK. SIDES AND ENDS OF THE BASE TO BE EITHERFORMED. SANDBAGGED OR POURED AGAINST UNDISTURBED EARTH. MANHOLE SHELVES TO BE SLOPED 1" PERFOOT TO CHANNEL. WRAP MANHOLE JOINTS BELOW WATER TABLEWITH BENTONITE GEOTEXTILE WATERPROOFINGSYSTEM. VOLCLAY VOLTEX OR APPROVED EQUAL. ALL LINER JOINTS SHALL BE HEAT WELDEDBY WELDERS CERTIFIED BY THE PVCMANUFACTURER. UNER WILL BE SPARKTESTED AT 20.000 VOLTS MIN. EPOXY COATING SYSTEM MAY BE USED INLIEU OF PVC LINING FOR THE SHELF ANDCHANNEL OF THE MANHOLE. COATING SYSTEMSHALL BE APPROVED BY CITY ENGINEER ANDSUBJECT TO SPECIAL INSPECTION. PIPE TO MANHOLE CONNECTION DETAIL NOT TO SCALE REV.APPROVED DATE CITY OF CARLSBAD PVC LINED MANHOLE CITY ENGINEE DATE SUPPLEMENTAL STANDARD NO.S-IA STANDARD CAST IRON MANHOLE CLEANOUT COVER DETAIL FRAME & COVER - SEE DWG- NO. 54. 12" WIDE X 6 CLASS 560-C-3250 CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). ADJUSTING RINGS AS REQUIRED. MAX' MIN.=5". TOP 5"=2-2 1/2" RINGS. SEE DWG S-6. MODIFIED WITH SBF 1243 VALVE BOX] MIN. SLOPE WIDTH SHALL EQUAL GRADE VARIABLE SECTION A-A WHEN MANHOLE FORMS THE JUNCTION OF SEWERS AND/OR AN ANGLE IN MAIN ALIGNMENT. SPECIAL CARE SHALL BE USED FORMING THE CHANNELS TO FACILITATE THE FLOW OF SEWAGE. INVERTS SHALL BE TRUE TO GRADE AND ALIGNMENT AND FINISHED WITH SMOOTH SURFACE. 6-INCHES OF 3/4" CRUSHED ROCK BASE. 3/4" PIPE DIA. SECTION C-C CROSS BRANCH SPIGOT END OFF FLUSH WITH SURFACE. JOINT WITH CROSS BRANCH AND FIRST SECTION OF PIPE TO BE JOINED PRIOR TO INSTALLATION IN MANHOLE. TWO 5/B"X2 3/4" LAG SCREW EXTENSION SHIELDS GALVANIZED AND 3/8"X6" LAG SCREWS GALVANIZED PER EACH 4 FOOT ACCESSHOLE RING AS SHOWN. CLEAN AND ROUGHEN SURFACE RINGS AND APPLY NEAT CEMENT PASTE PRIOR TO POURING SUPPLY DROP SECTION. 90' PIPE SPIGOT END TO BE CUT OFF FLUSH WITH INSIDE SURFACE. IN NOTES: ALL CAST IN PLACE CONCRETE SHALL BE TYPE 560-B-3250. ALL PIPE IN MANHOLE SHALL BE PVC OR VITRIFIED CLAY PIPE AND SHALL BE INCLUDED AS PART OF MANHOLE. DOUBLE DROP MANHOLE IS CONSTRUCTED THE SAME AS DROP MANHOLE EXCEPT THAT IT HAS TWO DROP SECTIONS. PLAN B-B oREV.APPROVED DATE CITY OF CARLSBAD DROP MANHOLE DATE SUPPLEMENTAL STANDARD NO. O ~L 12" WIDE X 6" THICK CLASS 560-C-3250 STANDARD CAST IRON MANHOLE CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). FRAME & COVER - SEE DWG. NO. S4. CEMENT IN PLACE WITH 1:2 MIX CEMENT MORTAR (TYPICAL). PAVEMENT OR FINISH GRADE. SECTION A-A SET CONE IN A THICK BED OF 1:2 MIX CEMENT MORTAR 4 MIN.-^-.:• v;-.-•,-:-:--^^-:-:i^nrt B POUR BASE AGAINST 6-INCHES OF 3/4" OF CRUSHED ROCK BASE.iPm PLAN B-B MIN. SLOPE INVERT SHALL BE TRUE TO GRADE AND ALIGNMENT AND SHALL BE FINISHED WITH A SMOOTH SURFACE. SPECIAL CARE SHALL BE USED TO FACILITATE FLOW OF SEWAGE THROUGH JUNCTION CHANNELS. WIDTH SHALL EQUAL NOTES: GRADE 3/4" PIPE DIA. ALL CAST IN PLACE CONCRETE SHALL BE TYPE 560-B-3250. MANHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. STUB OUTS SHALL HAVE A MINIMUM LENGTH OF 3 FEET. SECTION C-C REV.APPROVED DATE CITY OF CARLSBAD SHALLOW MANHOLE SUPPLEMENTAL STANDARD NO. HALF PLAN FRAME & COVER INNER COVER TOP SIDE 1 5/8"381/8"D 1 3/8"MIN. ) ?4 22 "n "D, 1_ti CHAMFER 26"D V4 *A •P •* P* 1 J j 1 i ^,1/8" 5/8'MIN. k/. .T/ DETAIL ' T EBOTTOM SIDE HALF SECTION FRAME & COVER 1/4- NOTES:1 1/2" WEIGHTS: INNER COVER OUTER COVER FRAME =155 LBS. =300 LBS. = 330 LBS. MATERIAL: CAST IRON. MACHINE SEATS TO PREVENT NOISE. FILLET RADII TO BE 12". IMPORTED COVERS AND FRAMES SHALL HAVE CONTRY OF ORIGIN MARKING IN COMPIANCE WITH FEDERAL REGULATIONS.SECTION A-A REV.APPROVED DATE CITY OF CARLSBAD MANHOLE FRAME & COVER CITY ENGINEI SUPPLEMENTAL STANDARD NO.S-/* TYPICAL TRENCH SECTION WITH DIMENSIONS AND COMPACTION ZONES TRENCH ZONE MAX. ALLOWABLE SLOPE OF EXCAVATION PER REQUIREMENTS OF CAL/OSHA. TRENCH WIDTH B'MAX 4/18" PIPE 4" MIN. TO 8 MAX. BENEATH PIPE OR 1" MIN. BENEATH BELL, WHICHEVER IS GREATER.P.V.C. PIPE PIPE ZONE NOTES: 1. PERCENTAGES SHOWN EQUAL MINIMUM RELATIVE COMPACTION. 2. MINIMUM DEPTH OF COVER FROM TOP OF PIPE TO FINISH GRADE FOR ALL SANITARY SEWER INSTALLATIONS SHALL BE 3 FEET. FOR COVER LESS THAN 3'. SPECIAL DESIGN AND APPROVAL REQUIRED. 3. TRENCH ZONE BACKFILL SHALL BE PER SECTION 02223. NO ROCKS LARGER THAN 4" IN ANY DIMENSION WILL BE ALLOWED IN BACKFILL. ASPHALT OR CONCRETE CHUNKS WILL NOT BE ALLOWED.5/4" CRUSHED ROCK REV.APPROVED DATE CITY OF CARLSBAD PIPE BEDDING AND TRENCH BACKFILL FOR SEWERS Jo/^ftJ/. CITY ENGINEER "DATE SUPPLEMENTAL STANDARD NO.S-5 12" CAST IRON GATE CAP PER DETAIL HEREON. ALHAMBRA #29612 CAST IRON BOX/LID MARKED SEWER # SEWER CLEAN-OUT RISERS TO BE FITTED WITH MALE SCREW IN 6" MIN. "Zzj. -L^- — GLUED TOP OF PAVEMENT CLASS 560-C-3250 CONCRETE COLLARWITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL).GATE CAP (HEAVY DUTY) BACKFILL BEDDING TOP OF V6 BEND. SEE DWG. SB FOR BEDDING DETAIL. NOTES: 13 5/8"r^</f 1. 2 3' GATE CAP SHALL BE LABELED SEWER. CLEANOUTS MAY BE USED WITH P.V.C. SEWER MAIN. RISER SHALL BE SAME DIAMETER AS SEWER MAIN. / / - 11 1/2" - ! REV.APPROVED DATE CITY OF CARLSBAD SEWER MAIN CLEANOUT CITY ENGIN LkUj3T^ SUPPLEMENTAL STANDARD NO. DATE O / O~0 CLEAN-OUTS IN YARD TO BE COVERED WITH 10" PLASTIC COVER BY CARSON PART NO. 910 O.A.E. CLEAN-OUTS IN CONCRETE TO HAVE CONCRETE BOX WITH TRAFFIC LID BY J&R OR BROOKS PART NO. 3-R-T. SEWER CLEAN-OUT RISERS TO BE FITTED WITH MALE SCREW IN PLUG. OPTIONAL WYE (WHEN APPROVED). WYE WITH 1 FOOT STUB AND PLUG OPTIONAL 90' ELBOW WHEN APPROVEDWYE (TO BE SET AT 45 DEGREE ANGLE). PERFOOTMIN_SLOPE OR BEDDING AND TRENCH COMPACTION SEE DWG. NO. S5. 4; SECTION STAMP CURB FACE "SS OVER LATERAL RISER PLUG PLAN VIEW FACE NOTES: 1. THE LATERAL SHALL BE BEDDED THE SAME AS THE 6 MAIN LINE SEWER. 2. IN NO CASE SHALL A LATERAL CONNECT TO THE 7 SEWER MAIN DIRECTLY ON TOP OF THE PIPE. 3. SEWER LATERALS SHALL HAVE A 2% MINIMUM SLOPE. 8. ALL JOINTS ON SEWER LATERAL PIPE SHALL BE 4. COMPRESSION TYPE OR APPROVED SOLVENT WELD. 9. AS-BUILT SEWER LATERAL LOCATIONS SHALL BE FURNISHED TO THE CITY INSPECTOR ON FORMS PROVIDED PRIOR TO FINAL APPROVAL OF WORK. ALL LATERAL TRENCHES TO PROPERTY LINE AND SEWER MAIN TRENCHES TO BE COMPACTED PER S5. CLEAN-OUT TO BE ADJUSTED TO GRADE AFTER FINAL FINISH GRADING. FOR BACKFILL AROUND CLEANOUT RISER SEE DWG. S-5. NOTE 3. MAINTENANCE OF THE SEWER LATERAL FROM THE SEWER MAIN TO THE BUILDING IS THE RESPONSIBILTY OF THE PROERTY OWNER. REV.APPROVED DATE CITY OF CARLSBAD SEWER LATERAL (WITH OPTIONAL WYE) CITY ENGINER SUPPLEMENTAL STANDARD NO. 4 ijjo/ce DATE S-7 ELEVATION INVERT VARIABLE - 12' MINIMUM OR AS DIRECTED BY WATER DISTRICT. 6 MINIMUM COVER AROUND LATERAL. FOR BEDDING AND TRENCH COMPACTION SEE DWG. NO. S5. NOTES: THE VERTICAL PIPE SHALL BE BRACED WHILE TRENCH IS BEING BACKFILLED. ALL JOINTS ON SEWER LATERAL PIPE SHALL BE COMPRESSION TYPE OR APPROVED SOLVENT WELD. HEiifm 1 31 I IBEllHE? MAINTENANCE OF SEWER LATERAL FROM MAIN TO BUILDING IS THE RESPONSIBILITY OF THE OWNER. SEE DWG. NO. S7 FOR PLAN VIEW CONTINUATION OF SEWER LATERAL TO PROPERTY LINE. REV.APPROVED DATE CITY OF CARLSBAD SEWER LATERAL (DEEP CUT HOUSE CONNECTION) CITY ENGINE! '.kfcvttnJc EER ^DATE SUPPLEMENTAL STANDARD NO.S-8 r-1/4" BEVEL ID I EXISTING GROUND v> I! W I! R 3'-0" STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. S4 SEE DWG. NO. S1 AND S1A NOT TO SCALE ITEM DESCRIPTION SPEC/DWG 4X4" REDWOOD OR PRESSURE TREATED DOUGLAS FIR (S4S). REV.APPROVED DATE CITY OF CARLSBAD MANHOLE MARKER POST CITY ENGINl DATE SUPPLEMENTAL STANDARD NO.S-9 APPENDIX F SWPPP SUPPORTING INFORMATION STATE WATER RESOURCES CONTROL BOARD ORDER NO. -2003 - 0007 - DWQ NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT NO. CAS000005 WASTE DISCHARGE REQUIREMENTS (WDRS) FOR DISCHARGES OF STORM WATER RUNOFF ASSOCIATED WITH SMALL LINEAR UNDERGROUND/OVERHEAD CONSTRUCTION PROJECTS (GENERAL PERMIT) The State Water Resources Control Board (hereinafter SWRCB) finds that: 1. Federal regulations for controlling pollutants in storm water runoff discharges were promulgated by the U.S. Environmental Protection Agency (USEPA) on November 16, 1990 (Title 40 Code of Federal Regulations (40 CFR) Parts 122, 123, and 124). The regulations require discharges of storm water to surface waters associated with construction activity including clearing, grading, and excavation activities (except operations that result in disturbance of less than five acres of total land area and which are not part of a larger common plan of development or sale) to obtain an NPDES permit and to implement Best Available Technology Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT) to reduce the discharge of pollutants associated with construction activities in storm water runoff. 2. On December 8,1999, federal regulations promulgated by USEPA (40 CFR Parts 9, 122, 123, and 124) expanded the NPDES storm water program to include storm water discharges from municipal separate storm sewer systems (MS4s) and construction sites that were smaller than those previously included in the program. Federal regulation 40 CFR Section 122.26(b)(15) defines small construction activity as including clearing, grading, and excavating that result in land disturbance of equal to or greater than one acre or less than five acres or is part of a larger common plan of development or sale. These regulations also specify that small construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the facility. Federal regulations required permit applications for small construction activities to be submitted by March 10,2003. 3. This General Permit does not apply to storm water discharges from Small Linear Underground/Overhead Projects (Small LUPs) for (a) those areas on Tribal Lands, (b) the Lake Tahoe Hydrologic Unit, (c) Small LUPs which disturb less than one acre unless directed by a Regional Water Quality Control Board (RWQCB) to obtain coverage under a construction storm water permit, (d) projects covered by another construction storm water general permit or an individual NPDES Permit for storm water discharges associated with construction activity, (e) linear construction projects that exceed five acres of soil disturbance, (f) non-linear construction projects, and (g) storm water discharges which are determined ineligible for coverage under this General Permit by an RWQCB. 4. Storm water discharges in the Lake Tahoe Hydrologic Unit are regulated by a separate permit(s) adopted by the California Regional Water Quality Control Board, Lahontan Region (LRWQCB). Permit applications for storm water discharges that will be conducted in the Lake Tahoe Hydrologic Unit must be submitted directly to the LRWQCB. USEPA regulates storm water discharges on Tribal Lands. 11. This General Permit does not preempt or supersede the authority of local storm water management agencies to prohibit, restrict, or control storm water discharges to separate storm sewer systems or other watercourses within their jurisdiction as allowed by State and federal law. 12. If an individual NPDES Permit is issued by an RWQCB to a discharger or duly authorized representative who is otherwise subject to this General Permit, the applicability of this General Permit to such discharges is automatically terminated on the effective date of the individual permit. If an alternative General Permit is subsequently adopted, which covers storm water discharges regulated by this General Permit and the discharger is directed to seek coverage under the alternative permit by the RWQCB, the discharger must terminate coverage under this General Permit and seek coverage under the alternative permit. 13. The SWRCB adopted the California Ocean Plan, and the RWQCBs have adopted and the SWRCB has approved Water Quality Control Plans (Basin Plans). Dischargers or duly authorized representatives regulated by this General Permit must comply with the water quality standards in these Basin Plans and subsequent amendments thereto. 14. Storm water discharges associated with construction activity from Small LUPs may potentially contribute sediment or other pollutants into water bodies listed by the SWRCB as impaired (current listing in Attachment 7) in accordance with the federal Clean Water Act (CWA), Section 303(d). The Monitoring Program and Reporting Requirements include sampling and analysis requirements for all direct discharges of sediment/siltation or turbidity to waters listed as impaired due to sediment. The Monitoring and Reporting Requirements also include sampling and analysis requirements for pollutants that are not visually detectable in runoff that may cause or contribute to an exceedance of water quality objectives where a discharger or its authorized representative fails to implement an adequate SWPPP. 15. Federal regulation 40 CFR Section 122.44(k)(2) allows the SWRCB to require implementation of Best Management Practices (BMPs) to control or abate die discharges pollutants for storm water authorized under Section 402(p) of the federal CWA. Federal regulation 40 CFR Section 122.44(k)(4) authorizes the implementation of BMPs where BMPs are necessary to carry out the purposes and intent of the CWA. Effluent limitations contained in this General Permit are narrative and require a discharger or its authorized representative to implement appropriate BMPs to reduce the discharge of pollutants in storm water runoff to comply with BAT/BCT discharge standards. 16. Construction activities associated with Small LUPs may require the use of non-storm water. Non-storm waters that are not to be sources of significant pollutants and do not threaten water quality are conditionally authorized by this General Permit through Special Provision D.6. Discharge Prohibition A.2 of this General Permit prohibits the discharges of non-storm water except where such discharges are either authorized by this General Permit or authorized by a separate NPDES permit or both. 17. Following adoption of this General Permit, the RWQCBs shall enforce the provisions herein including the monitoring and reporting requirements. 6. Discharging any pollutant-laden water which will cause or contribute to an exceedance of the applicable RWQCB's Basin Plan from a dewatering site or sediment basin into any receiving water or storm drain is prohibited. B. EFFLUENT LIMITATIONS 1. Reduce the discharge of pollutants in storm water discharges and authorized non-storm water discharges from Small LUPs through the implementation of BMPs to BAT and BCT discharge standards. This General Permit is performance based to the extent that it prohibits the discharge of storm water that causes or threatens to cause pollution, contamination, or nuisance. This General Permit also allows the discharger or authorized representative to determine the most economical, effective, and possibly innovative BMPs to reduce the discharge of pollutants in storm water discharges and authorized non-storm water discharges from Small LUPs to meet the BAT/BCT discharge standard. 2. The discharger or authorized representative shall implement BMPs to prevent a net increase of sediment load in storm water discharge relative to preconstruction levels. C. RECEIVING WATER LIMITATIONS: 1. Storm water discharges and authorized non-storm water discharges to any surface or groundwater shall not adversely impact human health or the environment. 2. The SWPPPs developed for the Small LUPs covered by this General Permit shall be designed and implemented such that storm water discharges and authorized non-storm water discharges shall not cause or contribute to an exceedance of any applicable water quality standards contained in a Statewide Water Quality Control Plan and/or the applicable RWQCB's Basin Plan. 3. Should it be determined by the discharger or authorized representative, SWRCB, or RWQCB(s) that storm water discharges and/or authorized non-storm water discharges are causing or contributing to an exceedance of an applicable water quality standard, the following shall apply: a. The discharger or authorized representative shall implement corrective measures immediately following discovery that water quality standards were exceeded, followed by notification to the appropriate RWQCB(s) office by telephone as soon as possible but no later than 48 hours after the discharge has been discovered. This notification shall be followed by a report submitted by the discharger or duly authorized representative within 14 calendar days to the appropriate RWQCB office, unless otherwise directed by the appropriate RWQCB office, describing (1) the nature and cause of the water quality standard exceedance; (2) the BMPs currently being implemented; (3) any additional BMPs which will be implemented to prevent or reduce pollutants that are causing or contributing to the exceedance of water quality standards; and (4) any maintenance or repair of BMPs. This report shall include an implementation schedule for corrective actions and shall describe the actions taken to reduce the pollutants causing or contributing to the exceedance. temporary stabilization BMPs will be installed and maintained until vegetation is established to meet minimum cover requirements established in this General Permit for final stabilization. b. Tier II projects are all other Small LUPs that do not meet the definition of Tier I projects. 3. The discharger or duly authorized representative shall utilize the processes and methods provided in Attachment 1, Notice of Intent (NOI) - General Instructions and Attachment 2, Linear Construction Activity Notification (LCAN) - General Instructions for determining the total land disturbance area of a proposed linear underground/ overhead construction project to establish if the project is a Small LUP that may seek coverage under this Permit. 4. When using this General Permit, the discharger or duly authorized representative of Small LUPs must obtain coverage under this General Permit prior to commencement of construction activities. Notice requirements are different depending on the complexity of a Small LUP: a. Prior to the start of construction of any Tier I Small LUPs, the discharger or duly authorized representative shall file one NOI and fee to establish coverage under this General Permit for each RWQCB office jurisdictional area where Tier I Small LUPs will be constructed. Prior to start of construction for each individual Tier I Small LUP, the discharger or its duly authorized representative shall submit a Linear Construction Activity Notification (LCAN) to the appropriate RWQCB office pursuant to this General Permit as required by Attachment 2: Notice of Intent- General Instructions. One LCAN may include multiple Tier I Small LUPs provided the projects are listed by county within each RWQCB office jurisdictional area. b. Prior to construction activities for Tier n Small LUPs, the discharger or duly authorized representative shall file an NOI and fee for each NOI submitted pursuant to this General Permit as required by Attachment 1: Notice of Intent— General Instructions. 5. The discharger or authorized representative of all Small LUPs shall ensure that the preparation, implementation, and oversight of the SWPPP is sufficient for effective pollution prevention in accordance with Section A: Storm Water Pollution Prevention Plan. The discharger or authorized representative shall implement controls to reduce pollutants in storm water discharges from their construction sites to the B AT/BCT performance standard. 6. This General Permit prohibits the discharge of non- storm water not authorized by this General Permit or authorized by a separate NPDES permit. Such non-storm water discharges authorized by this General Permit4 include, but are not limited to irrigation of vegetative erosion control measures, pipe flushing and testing, street cleaning, and 4 Dischargers or authorized representatives must identify all authorized non-storm water discharges in the Small LUP's SWPPP and identify BMPs that will be implemented to either eliminate or reduce pollutants in non-storm water dis charges. RWQCBs may direct the discharger to discontinue discharging such non-storm water discharges if determined that such discharges discharge significant pollutants or threaten water quality. 11. Termination of Coverage The discharger or duly authorized representative may terminate coverage of a Small LUP covered under this General Permit when construction activities are completed by submitting a written request to terminate coverage to the appropriate RWQCB(s) office. Termination requirements are different depending on the complexity of the Small LUP. A Small LUP is considered complete when: (a) there is no potential for construction related storm water pollution; (b) all elements of the SWPPP have been completed; (c) construction materials and waste have been disposed of properly; (d) the site is in compliance with all local storm water management requirements; and (e) the discharger or duly authorized representative submitted a LCTN for Tier I projects and has received approval for termination from the appropriate RWQCB(s) office for Tier II projects. a. Tier I Small LUPs Termination of Coverage Requirements i. Dischargers or duly authorized representatives shall file a Linear Construction Termination Notification (LCTN) to request termination for a Tier I Small LUP to the appropriate RWQCB(s) office in accordance with requirements of Attachment 3, LCTN - General Instructions. By filing the LCTN, a discharger or duly authorized representative is certifying construction activities are complete, that die site was in full compliance with requirements of this General Permit during active construction, and that it is now compliant with soil stabilization requirements where appropriate. A discharger or duly authorized representative may submit an LCTN for multiple projects completed over a specified period of time or may submit an LCTN for an individual Small LUP. ii. The discharger or duly authorized representative must submit a Notice of Termination (NOT) request to the appropriate RWQCB(s) office to terminate coverage under this General Permit to construct Tier I Small LUPs within a specific RWQCB jurisdictional area. Upon approval by the appropriate RWQCB(s), permit coverage will be terminated and the discharger or duly authorized representative will no bnger be authorized to construct Tier I Small LUPs within the RWQCB jurisdictional area until such time the company has obtain coverage under this General Permit or another NPDES storm water permit for these activities. The discharger or duly authorized representative shall submit the NOT in accordance with Attachment 4, NOT - General Instructions. b. Tier n Small LUPs Termination of Coverage Requirements A discharger or duly authorized representative shall file a NOT to the appropriate RWQCB(s) office to request termination for a Tier n Small LUP in accordance with requirements of Attachment 4, NOT - General Instructions. By submitting an NOT, the discharger or duly authorized representative is certifying that construction activities for a Tier n Small LUP are complete and that the project was in full compliance with requirements of this General Permit during active construction and that it is now compliant with soil stabilization requirements where appropriate. Upon approval by the appropriate RWQCB(s) office, permit coverage will be terminated. this General Permit. Additional requirements imposed by the RWQCB should be consistent with the overall monitoring effort in the receiving waters. 6. RWQCBs may direct a discharger to seek coverage under Order 99-08 or issue an individual NPDES permit for Small LUPs meeting the land disturbance threshold for coverage under this General Permit. RWQCBs may also direct a discharger to seek coverage under Order 99-08 or to issue an individual NPDES permit for those Small LUPs that fall outside of the land disturbance thresholds for this General Permit. 7. RWQCBs may document compliance of a project using any format that is preferred, which may include the taking of photo or video images. F. STANDARD PROVISIONS FOR SMALL LUPS: 1. Duty to Comply The discharger or authorized representative must comply with all of the conditions of this General Permit. Any permit noncompliance constitutes a violation of the CWA and the Porter-Cologne Water Quality Control Act and is grounds for enforcement action and/or removal from General Permit coverage. The discharger or authorized representative shall comply with effluent standards or prohibitions established under Section 307(a) of the CWA for toxic pollutants within the time provided in the regulations that establish these standards or prohibitions even if this General Permit has not yet been modified to incorporate the requirement. 2. General Permit Actions This General Permit may be modified, revoked and reissued, or terminated for cause. The filing of a request by the discharger or duly authorized representative for a General Permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not annul any General Permit condition. If any toxic effluent standard or prohibition (including any schedule of compliance specified in such effluent standard or prohibition) is promulgated under Section 307(a) of the CWA for a toxic pollutant which is present in the discharge and that standard or prohibition is more stringent than any limitation on the pollutant in this General Permit, this General Permit shall be modified or revoked and reissued to conform to the toxic effluent standard or prohibition and the dischargers or duly authorized representatives so notified. 3. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for a discharger or authorized representative in an enforcement action that it would have been necessary to halt or reduce the permitted activity in order to maintain compliance with the conditions of this General Permit. 11 d. Sample or monitor at reasonable times for the purpose of ensuring General Permit compliance; and 9. Signatory Requirements a. All NOIs, NOTs, SWPPPs, certifications, and reports prepared by the discharger in accordance with this Order submitted to the SWRCB shall be signed as follows: i. For a corporation: by a responsible corporate officer. For the purpose of this Section, a responsible corporate officer means: (a) a president, secretary, treasurer, or vice president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation, or (b) the manager of the construction activity if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; ii. For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or iii. For a municipality, State, federal, or other public agency: by either a principal executive officer, ranking elected official, or duly authorized representative. The principal executive officer of a federal agency includes the chief executive officer of the agency or the senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of USEPA). b. All SWPPPs, reports, certifications, or other information required by the General Permit and/or requested by the RWQCB, SWRCB, USEPA, or the local storm water management agency shall be signed by a person described above or by a duly authorized representative. A person is a duly authorized representative if: i. The authorization is made in writing by a person described above and retained as part of the SWPPP; or ii. The authorization specifies either (1) an individual or a position having responsibility for the overall operation of the construction activity, such as the position of manager, operator, superintendent, or position of equivalent responsibility; (2) an individual or position having overall responsibility for environmental matters for the company, municipality, or other public agency that owns or operates the Small LUP; or (3) a contractor employed by the owner or operator of the Small LUP. (A duly authorized representative may thus be either a named individual or any individual occupying a named position). c. If an authorization is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization must be attached to the SWPPP prior to submittal of any reports, information, or certifications to be signed by the duly authorized representative. 10. Certification Any person signing documents under Section F, Provision 9 above, shall make the following certification: 13 CWA or any permit condition or limitation implementing any such section in a permit issued under Section 402. Any person who violates any permit condition of this General Permit is subject to a civil penalty not to exceed $27,500 per calendar day of such violation, as well as any other appropriate sanction provided by Section 309 of the CWA. b. The Porter-Cologne Water Quality Control Act also provides for civil and criminal penalties that in some cases are greater than those under the CWA. 17. Availability A copy of this General Permit shall be maintained in conjunction with the original SWPPP. 18. Transfers This General Permit is not transferable. A new discharger or duly authorized representative of an ongoing Small LUP must submit an NOI in accordance with the requirements of this General Permit to be authorized to discharge under this General Permit. A discharger of duly authorized representative who transfers responsibility for Small LUPs covered by this General Permit shall inform the new discharger of the duty to rile an NOI and shall provide the new discharger or duly authorized representative with a copy of this General Permit. 19. Continuation of Expired Permit This General Permit continues in force and effect until a new General Permit is issued or the SWRCB rescinds this General Permit. Only those dischargers or duly authorized representatives authorized to discharge under the expiring General Permit are covered by the continued General Permit. CERTIFICATION The undersigned, Clerk to the Board, does hereby certify that the foregoing is a full, true, and correct copy of an order duly and regularly adopted at a meeting of the State Water Resources Control Board held on June 18,2003. AYE: Arthur G. Baggett, Jr. Peter S. Silva Richard Katz Gary M. Carlton Nancy H. Sutley NO: None. ABSENT: None. ABSTAIN: None. Debbie Irvin Clerk 10 the Board 15 complete. When ongoing construction activities are less than 50 percent complete, the operator of the Small LUP may choose to seek coverage under this General Permit by filing the appropriate NOI and/or LCAN, revising its SWPPP, if appropriate, and terminating coverage under Order No. 99-08. Termination of coverage under Order No. 99-08 is subject to the approval of the RWQCB. The SWPPP developed under requirements established in Order No. 99-08 shall continue to be implemented upon coverage under this General Permit and may be revised, as needed, to comply with the requirements set forth in this General Permit. d. For an ongoing Small LUP involving a change of ownership, the new owner shall review the existing SWPPP and amend it, if necessary, or develop a new SWPPP within 15-calender days to conform to the requirements set forth in this General Permit. 3. Availability The SWPPP shall be available at the construction site during working hours while construction is occurring and shall be made available upon request. When the original SWPPP is retained by a crewmember in a construction vehicle and is not currently at the construction site, copies of the BMPs and map/drawing will be left with the field crew and the original SWPPP shall be made available via a request by radio/telephone. 4. Required Changes a. The discharger or its duly authorized representative shall amend the SWPPP whenever there is a change in construction or operations which may affect the discharge of pollutants to surface waters, ground waters, or a municipal separate storm sewer system (MS4). The SWPPP shall also be amended if the discharger violates any condition of this General Permit or has not achieved the general objective of reducing or eliminating pollutants in storm water discharges. If the RWQCB determines that the discharger is in violation of this General Permit, the SWPPP shall be amended and implemented in a timely manner, but in no case more than 14-calendar days after notification by the RWQCB. The date of the amendments shall be logged in the SWPPP. b. The RWQCB or local agency with the concurrence of the RWQCB may require the discharger to amend the SWPPP. 5. Minimum Required Elements of All SWPPPs a. Each SWPPP shall initially be signed and certified by the discharger or its duly authorized representative and will include the date of initial preparation. Each amendment to a SWPPP shall be signed and dated by the discharger or its authorized representative that has been trained in accordance with Section A. 10 of this General Permit. b. The SWPPP shall include a copy of the NOI, the Waste Discharge Identification (WDID) number, and, for projects covered under Tier I, a copy of the LCAN. Should a WDID number not be received from the SWRCB at the time construction commences, the discharger shall include proof of mailing of the NOI and LCAN (e.g., certified mail receipt, copy of check, express mail receipt, etc). 1. The SWPPP shall include a list of names of all contractors, (or subcontractors) and individuals responsible for implementation of the SWPPP. This list should include the names, telephone numbers, and addresses of contact personnel. Specific areas of responsibility of each subcontractor and emergency contact numbers should also be included. 6. Tier I Small LUP SWPPP Requirements The discharger or its duly authorized representative shall develop a SWPPP for Tier I projects using the Tier I SWPPP template provided in Attachment 5 of this General Permit. If needed, supplemental information may be attached to the Tier I SWPPP form. The SWPPP shall include the following in addition to the minimum required elements identified in Section A. 5. a. The discharger or its duly authorized representative shall complete Table 1 of Attachment 5 to identify Small LUP construction activities and BMPs that will be implemented to reduce or prevent the discharge of pollutants to the Best Available Technology and Best Conventional Technology Available (BAT/BCT). In completing Table 1, the discharger or its duly authorized representative shall: i. Select one or more BMPs provided in Table 2, "Construction Activity and BMP Reference Guide" for each construction activity to be conducted at the site. Attachment 6, "BMP Fact Sheets" of the General Permit, provides fact sheets for each BMP listed. Each fact sheet provides descriptions and details about the type and applicability of each BMP. 1) Identify BMPs selected from Table 2 in Table 1 for each activity to be conducted at the Tier I Small LUP site. 2) Alternative BMPs that provide equivalent protection as those identified in Table 2 may also be listed. 3) Identify at least one BMP per construction activity that will be conducted at the site. You may identify more than one BMP per type of activity when applicable. ii. When a construction activity to be implemented for a Tier Small LUP is not listed, the discharger or duly authorized representative must add the activity to Table 1. iii. When a BMP that will be implemented at the site is not listed, the discharger or duly authorized representative must add the BMP to Table 1. iv. When new or alternate BMPs are added to Table 1, the discharger or its duly authorize representative must include additional information about the BMPs in the SWPPP including, but not limited to, BMP reference(s), BMP description(s), and drawings or other attachments to describe the BMPs in the SWPPP (reference BMP Fact Sheets in Attachment 6 of the General Permit for the type of information needed for additional BMPs). v. Additional references for applicable construction site BMPs may be found at the SWRCB website at http://www.waterboards.ca.gov/stormwtr protection may be implemented provided the discharger or its duly authorized representative includes additional information about the BMPs in the SWPPP including, but not limited to, BMP reference(s), BMP description(s), and drawings or other attachments to describe the BMPs in the SWPPP. 8. Tier 1 and Tier II Stabilization Requirements All disturbed areas of the construction site must be stabilized prior to termination of coverage under this General Permit. Final stabilization for the purposes of submitting a Linear Construction Termination Notification (LCTN) for Tier I or a Notice of Termination (NOT) for Tier II projects is satisfied when all soil disturbing activities are completed and one of the following criteria are met: a. In disturbed areas that were vegetated prior to construction activities of the Small LUP, the area disturbed must be reestablished to a uniform vegetative cover equivalent to 70 percent coverage of the preconstruction vegetative conditions. Where preconstruction vegetation covers less than 100 percent of the surface, such as in arid areas, the 70 percent coverage criteria is adjusted as follows: if the preconstruction vegetation covers 50 percent of the ground surface, 70 percent of 50 percent (.70 X .50=.35) would require 35 percent total uniform surface coverage; OR b. Where no vegetation is present prior to construction, the site is returned to its original line and grade and/or compacted to achieve stabilization; OR c. Equivalent stabilization measures have been employed. These measures include, but are not limited to, the use of such BMPs as blankets, reinforced channel liners, soil cement, fiber matrices, geotextiles, or other erosion resistant soil coverings or treatments. 9. Non-Storm Water Management The SWPPP shall adequately address non-storm water discharges that are authorized under Special Provision D.6 of this permit. a. Non-storm Water Requirements for all Small LUPs. The SWPPP shall: i. Implement BMPs to eliminate or reduce to the extent feasible non-storm water discharges. ii. Require non-storm water BMPs be implemented at all times when construction activities are occurring. iii. Assign a qualified person to be responsible for ensuring that non-storm water discharges will not have an adverse effect on receiving waters or storm drain systems. iv. Describe the type of non-storm water discharges. v. The SWPPP will include a construction drawing or other appropriate drawing/map showing the locations of non-storm water BMPs to be installed for all those that can be illustrated on the drawing/map. If non-storm water BMPs cannot be adequately shown on the drawing/map they will be described in detail within the SWPPP. b. Certain non-storm water discharges may be required to be permitted separately by the local RWQCB (e.g., some RWQCBs have adopted General Permits for dewatering discharges). Non-storm water discharges or dewatering activities may be prohibited or Section B to WQ Order 2003-0007-DWQ SECTION B: MONITORING PROGRAM AND REPORTING REQUIREMENTS 1. Objectives This General Permit requires development and implementation of a monitoring and reporting program (M&RP) for all Small Linear Underground/Overhead Construction Projects (Small LUPs) to be incorporated as part of the Storm Water Pollution Prevention Plan (SWPPP) (Section A). Requirements for an M&RP vary depending on the complexity of the Small LUP. In all cases, there is an emphasis on a discharger or its authorized representative conducting daily visual inspections during working hours to ensure the BMPs are adequate, maintained, and in place at the end of the construction day. A discharger or its authorized representative shall prepare a monitoring program prior to the start of construction and immediately implement the program at the start of construction for Small LUPs. The monitoring program must be implemented at the appropriate level to protect water quality at all times throughout the life of the project. 2. M&RP Implementation Schedule a. The requirements of this Section shall be implemented at the time of commencement of construction activity (see also Section A.2., SWPPP Implementation Schedule). The discharger is responsible for implementing these requirements until construction activity is complete and the site is stabilized. b. Required Changes A M&RP must be revised when: i. Site conditions or construction activities change such that a change in monitoring is required to comply with the requirements and intent of this General Permit. ii. The Regional Water Quality Control Board (RWQCB) requires the discharger or duly authorized representative to revise its M&RP based on its review of the document. Revisions may include, but not be limited to, conducting additional site inspections, submitting reports, and certifications. iii. The RWQCB may require additional monitoring and reporting program requirements including sampling and analysis of discharges to water bodies listed in Attachment 7 to this General Permit. Additional requirements imposed by the RWQCB should be consistent with the overall monitoring effort in the receiving waters. 3. Site Inspections The goals of site inspections at Small LUPs are to (a) identify construction activities that may contribute pollutants to storm water discharges; (b) evaluate whether Best Management Practices (BMPs) identified in the SWPPP are adequate and properly installed and maintained; and (c) determine whether additional control practices or corrective maintenance activities are needed. ii. Conduct inspections of the construction site prior to anticipated storm events, during extended storm events, and after actual storm events to identify areas contributing to a discharge of storm water associated with construction activity. Pre-storm inspections are to ensure that BMPs are properly installed and maintained; post-storm inspections are to assure that BMPs have functioned adequately. During extended storm events, inspections shall be required during normal working hours for each 24-hour period. iii. Implement a monitoring program for inspecting Tier II Small LUPs that require temporary and permanent stabilization BMPs after active construction is complete. Inspections will be conducted to ensure the BMPs are adequate and maintained. Inspection activities will continue until adequate permanent stabilization has been established and, in areas vegetated, until minimum vegetative coverage has been established in accordance with Section A.8. iv. A log of the inspections conducted will be maintained in the SWPPP. The log will provide the date and time of the inspection and who conducted the inspection. 4. Sampling and Analysis Requirements for all Small LUPs M&PvPs shall contain a sampling and analysis program for visible pollutants (i.e., sedimentation/siltation, turbidity) for those sites that discharge directly into the water bodies listed on Attachment 7 as impaired for sediment, siltation, or turbidity and for non-visible pollutants for a Small LUPs. The M&RP shall include: a. Sampling and Analysis Requirements for Sedimentation, Siltation, or Turbidity When the direct discharge is to a water body segment that is listed on the SWRCB's 303(d) list as impaired for sedimentation/siltation, or turbidity (current 303(d) list is provided in Attachment 7), the M&RP shall have a sampling and analysis program for the applicable parameter. If the water body is listed for sedimentation or siltation, samples should be analyzed for Settleable Solids (ml/1) and Total Suspended Solids (mg/1). Alternatively or in addition, samples may be analyzed for suspended sediment concentration according to ASTM D3977-97. If the water body is listed for turbidity, samples should be analyzed for turbidity (NTU). i. Discharges that flow through tributaries that are not listed in Attachment 7 or that flow into Municipal Separate Storm Sewer Systems (MS4) are not subject to these sampling and analysis requirements. The sampling and analysis parameters and procedures must be designed to determine whether the BMPs installed and maintained prevent discharges of sediment from contributing to impairment in receiving waters. ii. Samples shall be collected during the first two hours of discharge from rain events that result in a direct discharge to any water body listed in Attachment 7. Samples shall be collected during daylight hours (sunrise to sunset). Dischargers need not collect more than four (4) samples per month. All samples shall be taken in the receiving waters and shall be representative of the prevailing conditions of the water bodies. Samples shall be collected from safely accessible locations upstream of the vi. For laboratory analysis, all sampling, sample preservation, and analyses must be conducted according to test procedures under 40 CFR Part 136. Field samples shall be collected and analyzed according to the specifications of the manufacturer of the sampling devices employed. Portable meters shall be calibrated according to manufacturer's specification. All field and/or analytical data shall be kept in the SWPPP document. 5. Compliance Certification The discharger or its duly authorized representative must submit a certification to the appropriate RWQCB that construction activity for the Small LUP was in compliance with the requirements of this General Permit. The certification of compliance is to be provided with a discharger's written request to terminate coverage under this General Permit in accordance with Pro vision D. 12. A compliance certification statement is included in the Linear Construction Termination Notification (LCTN) for Tier I Small LUPs and Notice of Termination (NOT) forms for Tier II Small LUPS provided in Attachments 3 and 4 of this General Permit, respectively. 6. Noncompliance Reporting Dischargers who have had instances of noncompliance excluding exceedances of water quality standards as defined in Section B.3., Receiving Water Limitations of the General Permit shall notify the appropriate RWQCB verbally within five days. Corrective measures should be implemented immediately following discovery that water quality standards were exceeded. The notifications shall identify the noncompliance event, including an initial assessment of any impact caused by the event; describe the actions necessary to achieve compliance; and include a time schedule subject to modification by the RWQCB indicating when compliance will be achieved. Written noncompliance notifications must be submitted within 30-calendar days of identification of noncompliance. 7. Monitoring Records Records of all inspections and noncompliance reporting must be retained for a period of at least three years from the date a LCTN or NOT has been filed for the project. With the exception of noncompliance reporting, dischargers are not required to submit these records. o APPENDIX G Tunnel Classification State of California Department of Industrial Relations DIVISION OF OCCUPATIONAL SAFETY AND HEALTH MINING AND TUNNELING UNIT Van Nuys Office R5D2 Underground Classification C033-073-09T | North Agua Hediona Sewer Replacement, City Proj. No. 3537 - City of Carlsbad (NAME OF TUNNEL OR MINE AND COMPANY NAME) of 1635 Faraday Ave.. Carlsbad. CA 92008 (MAILING ADDRESS) Adjacent to the Agua Hediona Lagoon, Carlsbadat (LOCATION) has been classified as "'POTENTIALLY GASSY with SPECIAL CONDITIONS'" (CLASSIFICATION) as required by the California Labor Code Section 7955. The Division shall be notified if sufficient quantities of flammable gas or vapors have been encountered underground. Classifications are based on the California Labor Code Part 9, Tunnel Safety Orders and Mine Safety Orders. *** SPECIAL CONDITIONS *** A 42" by approximately 880 linear feet steel casing to be microtunneled starting at the north shore of the Agua Hediona Lagoon to the "Hinge-Point" shaft, Stations 19+43.66 to 11+41.53, Carlsbad, San Diego County. 1. Pre-entry and continuous monitoring of tunnel for flammable, combustible and/or toxic gas shall be provided by a Certified Gas Tester at any time personnel are permitted to enter the tunnel. 2. Positive mechanical ventilation shall be provided at any time a person is permitted to enter the tunnel, and at any other location where it is required for employee safety and health. 3. Continuous monitoring for flammable and combustible gas inside the bore pit shall be provided by a Certified Gas Tester at any time personnel are permitted to enter the bore pit. 4. The Division shall be immediately notified if any Flammable Gas or Petroleum Vapor exceeds 5% of the LEL 5. All utilities that may be in conflict with the operation shall be identified and physically located (potholed) prior to start of operations. Dale August 28, 2008 Tony Serpas (Senior Engineer) STATE OF CALIFORNIA ARNOLD SCHWARZENEGGER, Governor DEPARTMENT OF INDUSTRIAL RELATIONS DIVISION OF OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION MINING AND TUNNELING UNIT 6150 VAN NUYS BOULEVARD, SUITE 310 VAN NUYS, CA 91401-3333 (818)901-5420 FAX (818) 901-5579 August 26, 2008 City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 RECEIVED SEP 0 9 20Q8 ENGINEERING DEPARTMENT Attention: Mr.Mark Biskup, Associate Engineer Subject: Underground Classification Number: C032, C033-073-09T North Agua Hediona Sewer Replacement,. City Project No. 3537 Dear: Mr. Biskup: The information provided to this office regarding the above project has been reviewed. On the basis of this analysis, Underground Classification of "Potentially Gassy with Special Conditions" has been assigned to the tunnel(s) identified in your submittal. Please provide a true and accurate copy of the Classification to the Boring/Excavation/Construction Contractor and insure that a copy of the Classification is posted at the job site. Kindly insure that the Sub-Contractor notify this office to schedule the mandated Pre-job Safety Conference with the Division prior to commencing any activity associated with the project. Also, be advised that, whenever an employee enters any bore or shaft being constructed under 30-inches in diameter, the Mining and Tunneling Unit then has immediate jurisdiction over that job. Please contact us prior to entering such spaces. If you have any questions on these subjects, please contact this office at your earliest convenience. Sincerely, Tony Serpas Senior Engineer c: File