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Home My WebLink AboutHPS Mechanical Inc; 2010-03-15; PWS10-18ENG Part 2 of 3TECHNICAL SPECIFICATIONS TECHNICAL SPECIFICATIONS DIVISION 01 - GENERAL REQUIREMENTS 01010 Summary of Work 01025 Measurement and Payment 01580 Project sign 01700 Restoration of Improvements 01720 Record Drawings DIVISION 02 - SITE WORK 02050 Demolition and Removal 02200 Earthwork 02223 Trenching, Backfill, and Compaction DIVISION 03 - CONCRETE 03315 Grout 03460 Precast Concrete Manholes DIVISION 04-14 NOT USED DIVISION 15 - MECHANICAL 15045 Testing of Gravity Sewer Pipelines 15063 PVC Gravity Sewer Pipe 15075 Horizontal Directional Drilling 15150 High Density Polyethylene Pipe DIVISION 16-17 NOT USED SECTION 01010 SUMMARY OF WORK PART 1- GENERAL 1.01 WORK OF THIS SECTION A. The project consists the replacement of the existing La Golondrina and La Costa Meadows (LCM3) Lift Stations with gravity sewer pipelines. Replacement of the La Golondrina Lift Satiation requires the installation of approximately 210 linear feet of 8-inch SDR 35 PVC pipe, approximately 622 linear feet of 10-inch DR9 HDPE pipe using horizontal directional drilling techniques, and two new manholes. Replacement of the LCM3 Lift Station requires the installation of approximately 1,330 linear feet of 8-inch SDR 35 PVC pipe, approximately 540 linear feet of 10-inch DR9 HDPE pipe using horizontal directional drilling techniques, and seven new manholes. An additional 14 linear feet of 8-inch SDR 35 PVC pipe and a new manhole will be installed to convey LWD flows into the new gravity sewer pipeline. The project also includes the demolition of both lift stations. B. Work is Located: 1. In an easement between the Vermarine Court cul-de-sac and La Golondrina Street, and in the western end of La Golondrina Street (La Golondrina Lift Station replacement). 2. In a portion of El Fuerte Street between Poinsettia Lane and Chorlito Street, and in an easement between El Fuerte Street and the LCM3 Lift Station, which is located at the north end of El Chorlito Street (LCM3 Lift Station replacement). C. Materials are as Follows: 1. Material list (approximate values): a. 1,200 LF of 10" 10-inch DR9 HDPE pipe and appurtenances (See sheets 3-5 and 9). b. 1,600 LF of 8-inch SDR 35 PVC pipe and appurtenances (See sheets 5-8 and 13). c. 10-5-ft diameter Sewer Manholes (See sheets 5-9 and 13). d. 80 linear feet of 6' security fence (see sheet 9). e. 1 Manhole abandonment (See sheets 3, and 8). f. Demolition of La Golondrina Lift Station (see sheet 12). g. Demolition of La LCM3 Lift Station (see sheet 13). h. Replacement of concrete drain (see sheet 3). PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01010 City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Summary of Work CP 3951 & 5500 October 2008 01010 -1 SECTION 01025 MEASUREMENT AND PAYMENT PART 1- GENERAL 1.01 DESCRIPTION A. The items listed below, beginning with subsection 1.02 of this specification, refer to and are the same pay items listed in Schedule A, Schedule B and Schedule C of the Contractor's Proposal. The items listed below constitute all of the pay items for the completion of the Contract. No direct or separate payment will be made for providing miscellaneous temporary or accessory works, layout surveys, sanitary requirements, testing, safety devices, approval of submittals and record drawings, water supplies, power, removal of waste, watchmen, or all other requirements of the Contract Documents. Compensation for all such services, items and materials shall be included in the prices stipulated for the lump sum and unit price pay items listed herein. B. Each lump sum and unit bid price shall be deemed to include an amount considered by CONTRACTOR to be adequate to cover CONTRACTOR'S overhead and profit for each separately identified item. C. ENGINEER'S estimated quantities for unit price pay items, as listed in the Schedule of Prices, are approximate only and are included solely for the purpose of comparison of Bids. The City of Carlsbad does not expressly or by implication agree that the nature of the materials encountered below the surface of the ground or the actual quantities of material encountered or required shall correspond therewith and reserves the right to increase or decrease any quantity or to eliminate any quantity as the City may deem necessary in accordance with the General Conditions. 1.02 RELATED WORK The following provides further detail of each bid item as specified on the contract bid form: La Golondrina Sewer Extension. Schedule A Item A-1 Mobilization. Fixed lump sum item for mobilization, including bonds, insurance and permits for all work shown on Sheets 3-5 and Sheet 12. Item A-2 Work in general includes but is not limited to all construction activities related to removing and replacement of asphalt at the open trench installation to connect the HDPE pipe to the existing Manhole 18 near Vermarine Court (sheet 3) and in La Golondrina Street. (Sheet 5). Item A-3 Work in general includes but is not limited to providing, fusing, internally and externally de- beading and testing all of 10" SDR-9 HDPE pipe as shown on Sheets 3-5 (approximately 622 linear feet) as required by Section 15150 and in full compliance with the Contract documents. ItemA-4 All Work associated with fittings, specials, and anchors as required by the Contract Documents. Payment will be made at the lump sum price under this bid item. Item A-5 Installation of all 10-inch SDR-9 HDPE pipe as shown on Sheets 3-5 (approximately 622 linear feet) via horizontal directional drilling between the existing Manhole #18 in an access City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Measurement and Payment CP 3951 & 5500 October 2009 01025 - 1 road east of the Vermarine Court cul-de-sac and the new Manhole #lin La Golondrina Street between the cul-de-sac and El Patio Court (Sheets 3-5). Work shall include all surface and downhole surveying work necessary for the HDD process. Item A-6 Work in general includes making a tie-in connection with the HOPE pipe to existing Manhole #18 and plugging the existing 8" PVC outlet pipe (Sheets 3 and 11). Item A-7 Provide approximately 210 linear feet of 8-inch PVC pipe and install in an open excavation trench between new Manholes #1 and #2 in La Golondrina Street (Sheet 5). Installation in general includes but is not limited to excavation, bedding and backfilling, and site protection measures in accordance with the Contract Documents. ItemA-8 Work in general includes furnishing and installing two 5-foot diameter precast sewer manholes and precast base in La Golondrina Street per Plans (sheets 5 and 11). Item A-9 Work in general includes but is not limited to abandonment of a 5-foot manhole and 8-inch PVC pipe in the existing access road east of Vermarine Court (Sheets 3 and 11). Item A-10 Work in general includes but is not limited to removal of a concrete drain during HDD installation and replacement of the drain in-kind (Sheet 3). Item A-l 1 Includes all work to demolish the La Golondrina Lift Station, including site restoration and cleanup. All work associated within plan Sheet 12 that has corresponding work within the general and special provisions shall be included within bid item. Item A-12 Work includes traffic control in La Golondrina Street. Item A-13 Work includes all survey and staking required for the La Golondrina gravity sewer extension, excluding survey associated with the HHD installation. Item A-14 Work includes pressure testing and CCTV inspection of the La Golondrina gravity sewer extension. Item A-15 Fixed lump sum item payment shall include full compensation for all work associated with Demobilization, Clean-up and Disposal for the La Golondrina sewer extension at a lump sum price under this Bid Item, as required by the Contract Documents. El Fuerte Street Sewer Extension. Schedule B Item B-1 Mobilization. Fixed lump sum item for mobilization, including bonds, insurance and permits for all work shown on Sheets 6-9. Item B-2 Work in general includes but is not limited to all construction activities related to removing and replacement of asphalt at the open trench installation in El Fuerte Street. Item B-3 Work in general includes but is not limited to providing, fusing, internally and externally de- beading and testing all 10" SDR-9 HOPE pipe as shown on Sheet 9 (approximately 540 linear feet) as required by Section 15150 and in full compliance with the Contract documents. ItemB-4 All Work associated with fittings, specials, and anchors as required by the Contract Documents. Payment will be made at the lump sum price under this bid item. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions CP 3951 & 5500 October 2009 Measurement and Payment 01025-2 Item B-5 Installation of all 10" SDR-9 HDPE pipe as shown on Sheet 9 (approximately 540 linear feet) pipe via horizontal directional drilling between new Manhole #8 located in an easement off El Fuerte Street and new Manhole #9 located just north of the La Costa Meadows 3 Lift Station. Work shall include all surface and downhole surveying work necessary for the HDD process. Item B-6 Provide approximately 1,330 linear feet of 8-inch PVC pipe and install in an open excavation trench between existing Manhole #23 in El Fuerte Street and new Manhole #8, located in an easement (Sheets 6-9). Installation in general includes but is not limited to excavation, bedding and backfilling, and site protection measures in accordance with the Contract Documents. Item B-7 Work in general includes furnishing and installing seven 5-foot diameter precast sewer manholes and precast base in El Fuerte Street, an easement off El Fuerte Street, and an easement behind the C3 Lift Station (Sheets 9-9 and 11). Item B-8 Work in general includes making a tie-in connection with the PVC pipe to existing Manhole #23 in El Fuerte Street (Sheets 6 and 11). Item B-9 Work in generals includes the removal of security fencing for construction access and the replacement and installation of 80 feet of 6' high security fence at the C3 Lift Station. Item B-10 Work includes traffic control in El Fuerte Street. Item B-l 1 Work includes all survey and staking required for the El Fuerte gravity sewer extension, excluding survey associated with the HHD installation. Item B-l2 Work includes pressure testing and CCTV inspection of the El Fuerte gravity sewer extension. Item B-l3 Fixed lump sum item payment shall include full compensation for all work associated with Demobilization, Clean-up and Disposal of the El Fuerte Sewer extension at a lump sum price under this Bid Item, as required by the Contract Documents La Costa Meadows Gravity Pipeline, Schedule C Item C-1 Mobilization. Fixed lump sum item for mobilization, including bonds, insurance and permits for all work shown on Sheet 13. Item C-2 Provide approximately 14 linear feet of 8-inch PVC pipe and install in an open excavation trench between new Manhole #9 and new Manhole #10, both located in an easement. (Sheet 13). Installation in general includes but is not limited to excavation, bedding and backfilling, and site protection measures in accordance with the Contract Documents. ItemC-3 Work in general includes furnishing and installing one 5-foot diameter precast sewer manholes and precast base at the C3 Lift Station (Sheet 13 and 11). Item C-4 Includes all work to demolish the La Costa Meadows 3 Lift Station, including site restoration and cleanup (Sheet 13). Item C-5 Work includes pressure testing and CCTV inspection of the La Costa Meadows gravity pipeline. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions CP 3951 & 5500 October 2009 Measurement and Payment 01025-3 Item C-6 Work includes all survey and staking required for the La Costa Meadows gravity pipeline. Item C-7 Fixed lump sum item payment shall include full compensation for all work associated with Demobilization, Clean-up and Disposal of the La Costa Meadows pipeline at a lump sum price under this Bid Item, as required by the Contract Documents (sheet 13). 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. 1.05 GENERAL 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. 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. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Measurement and Payment CP 3951 & 5500 October 2009 01025-4 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. PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01025 City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Measurement and Payment CP 3951 & 5500 October 2009 01025 - 5 SECTION 01580 PROJECT SIGN PART 1- GENERAL 1.01 GENERAL A. The Contractor shall install and maintain project identification signs, posted at each location where work is visible to the public. Signs shall be prepared by the Contractor, per detail included in the Appendix D of these specifications. Sign shall confirm to Supplemental Provisions Section 7-12. 1.02 SUBMITTALS The Contractor shall submit 8-1/2" x 11" drawing of project sign including all dimensions of the sign and its materials along with location of installations in accordance to this contract's General Provisions section 2-5.3. PART 2- EXECUTION 2.01 GENERAL A. The Contractor shall construct signs, transport to site and obtain owner approval before installation. 2.02 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 La Golondrina & El Fuerte St. HDD Sewer Extensions Project Sign CP 3951 & 5500 October 2009 01580 - 1 SECTION 01700 RESTORATION OF IMPROVEMENTS GENERAL 1.01 EXISTING IMPOVEMENTS The Contractor shall be responsible for the protection of public and private property adjacent to the Work and shall exercise due caution to avoid damage to such property The Contractor shall repair or replace all existing improvements within the right-of-way which are not designated for removal (e.g., curbs, sidewalks, driveways, fences, walls, signs, utility installations, pavement, structures, etc.) which are damaged or removed as a result of its operations. When a portion of a sprinkler system within the right-of-way must be removed, the remaining lines shall be capped. Repairs and replacements shall be at least equal to existing improvements and shall match them in finish and dimension. Maintenance of street and traffic signal systems that are damaged, temporarily removed or relocated shall be done in conformance with City of Carlsbad Engineering Standards (Current Edition). Trees, lawns, and shrubbery that are not to be removed shall be protected from damage or injury. If damaged or removed due to Contractor's operations, they shall be restored or replaced in as nearly the original condition and location as is reasonably possible. Lawns shall be reseeded and covered with suitable mulch. The Contractor shall give reasonable notice to occupants or owners of adjacent property to permit them to salvage or relocate plants, trees, fences, sprinklers, and other improvements, within the right-of-way which are designated for removal and would be destroyed because of the Work. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION (NOT APPLICABLE) END OF SECTION 01700 City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Restoration of Improvements CP 3951 & 5500 October 2009 01700-1 SECTION 01720 RECORD DOCUMENTS PARTI- 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 RELATED WORK A. General Provisions Section 2-5.4. 1.03 MAINTENANCE OF DOCUMENTS A. 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. B. Documents shall be available at all times for inspection by the Construction Manager and the City. C. Record documents shall not be used for any other purpose and shall not be removed from the office without the City Representative's approval. D. The Contractor may submit additional 24" X 36" sheets detailing record work as approved by the Construction Manager. E. 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, Public Works La Golondrina & El Fuerte St. HDD Sewer Extensions Record Documents 3951 & 5500 October 2009 01720-1 SECTION 02050 DEMOLITION AND REMOVAL PART 1 - GENERAL 1.01 DESCRIPTION A. This section specifies demolition and removal of structures, portion of structures, utilities, and other items shown on the contract drawings. B. Do not begin demolition until authorization has been received from the City Representative. Remove rubbish and debris so as not to allow accumulation at the site. 1.02 RELATED WORK A. Section 01700 B. General Provisions Section 7-9. C. Supplemental Provisions Section 212 1.03 QUALITY ASSURANCE A. General: All work shall be performed in accordance with the local building codes, State Industrial Safety Orders and requirements of the Occupational Safety and Health Act requirements. Demolition of the existing pump stations will be scheduled after full acceptance of the new pipeline construction, when all sewer flow has been diverted away from the pump stations, and approval has been granted by the owner. B. Protection: Demolition shall be performed in such manner as to not harm adjacent structures, existing landscaping or natural vegetation. The Contractor shall assume full responsibility for such disturbance. All costs of any such repair, rehabilitation, or modifications shall be borne by the Contractor. Contractor shall provide safeguards, including warning signs, barricades, temporary fences, warning lights, and other similar items that are required for the protection of all personnel during the demolition and removal activities. Contractor shall maintain fences, barricades, lights, and other similar items around exposed excavations until such excavations have been completely filled. C. Prevent spread of flying particles and dust. Sprinkle rubbish and debris with water to keep dust to a minimum. 1.04 UTILITY SERVICES A. Contractor shall coordinate with electrical utility service provider prior to demolition. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Demolition and Removal 5444-01 October 2009 02050-1 B. Remove outside utility service lines shown to be removed. C. Remove abandoned outside utility lines that would interfere with installation of new utility lines and new construction. PART 2- PRODUCTS (NOT USED) PART 3- EXECUTION 3.01 GENERAL REQUIREMENTS A. The Contractor shall notify the owner when demolition and removal activities are complete. 3.02 PERFORMANCE A. Demolition: Completely demolish and remove equipment, buildings and structures shown, including all appurtenances related or connected thereto, as noted below: 1. As required for installation of new utility service lines. 2. To depth as shown on the plans. Debris, including brick, concrete, stone, metals and similar materials shall become property of Contractor and shall be disposed by him/her, off the property. Where adjoining structures are to be kept in place, the demolition limit lines shall be neatly saw-cut. Sections to be removed shall be broken out, and the remaining face shall be chipped back to the saw-cut line. The Contractor shall do the necessary work to provide the remaining face with a finish compatible with the surrounding surfaces. B. Clearing And Grubbing: Unless otherwise specified, the contractor shall remove obstructions such as brush, stumps, roots, heavy sod, vegetation, rock, stone larger than 6 inches in any dimension, broken or old concrete pavement, debris, and structures when the completion of the work requires their removal. No trees shall be removed except as specified on the contract drawings. Material that is removed and is not to be incorporated in the work shall be disposed of off the site. C. Equipment and Piping Removal: All equipment and piping to be removed shall be properly disconnected from structures, piping, electrical and instrumentation systems. The Contractor shall do all resurfacing and other work as necessary to comply with the above requirements. D. Pavement Removal: All pavements shall be saw-cut on a neat line at right angles to the curb face. E. Utility Interference: Where existing utilities interfere with the prosecution of the work, Contractor shall relocate them. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Demolition and Removal 5444-01 October 2009 02050 - 2 3.03 SALVAGE A. The Owner has the right to salvage any items scheduled for removal. The Contractor shall notify the Owner Representative five (5) days prior to any salvage or demolition work to determine the disposition of items to be removed. The Owners Representative will mark items to be salvaged. Such items shall be properly disconnected, removed from their foundations, cleaned and stored at a location on the plant site as specified or as directed by the Owners Representative. 3.04 BACKFILL A. Holes, trenches or depressions in the ground remaining after demolition of structures, pipelines, or equipment shall be filled with compacted backfill materials as specified in Section 02200. 3.05 SURFACE RESTORATION A. Previously paved areas the Contractor shall pave the exposed backfilled and compacted area to match the pre-existing grades, confirming to the elevation of the AC sawcut lines resulting in a smooth relatively flat surface. B. Surface areas disturbed as a result of the demolition which are not to be paved, shall be hydroseeded per Supplemental Provisions Section 212 to prevent post construction erosion. 3.06 CLEANUP A. Upon the completion of work of this section and after removal of all debris, the Contractor shall leave site in clean condition satisfactory to Owners Representative. Clean-up shall include the disposal of all items and materials not required to remain property of the original Owner as well as all debris and rubbish resulting from demolition operations. END OF SECTION 02050 City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Demolition and Removal 5444-01 October 2009 02050 - 3 SECTION 02200 EARTHWORK PARTI- GENERAL 1.01 DESCRIPTION A This section specifies earthwork which consists of excavation, filling, grading, and excess material control for earthwork applicable for manholes. Earthwork required for pipelines is specified in Section 02223. 1.02 DEFINITIONS A Compaction. The degree of compaction is specified as percent compaction. Maximum of relative densities refer to dry soil densities obtainable at optimum moisture content. B Excavation Slope. Excavation slope shall be defined as an inclined surface formed by removing material from below existing grade. C Embankment Slope. Embankment slope shall be defined as an inclined surface formed by placement of material above existing grade. 1.03 QUALITY ASSURANCE A References. This section references the following documents. They are a part of this section insofar as specified and modified herein. In case of conflict between the requirements of this section and the listed documents, the requirements of this section shall prevail. AASHTO T176 Plastic Fines in Graded Aggregates and Soils by use of the San Equivalent Test ASTM C136 Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggregates ASTM D420 Standard Recommended Practice for Investigating and Sampling Soil and Rock for Engineering Purposes ASTM D1557 Method of Test for Moisture-Density Relations of Soils, Using 10 Ib (4.5 kg) Hammer and 18 in. (457 mm) Drop ASTM D2049 Standard Test Method for Relative Density of Cohesionless Soils ASTMD2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate ASTM D3017 Method of Test for Moisture Content of Soil and Soil Aggregates in Place by Nuclear Methods (Shallow Depth) B Tests. The Approved Testing Laboratory will take samples and perform moisture content, gradation, compaction, and density tests during placement of backfill materials to check compliance with these specifications as directed by the Resident Engineer. The Contractor shall remove surface material at locations designated by the Resident Engineer and provide such assistance to the Testing Laboratory as necessary for sampling and testing. The Resident Engineer may direct the Contractor to construct inspection trenches in compacted or consolidated backfill to determine that the Contractor has City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Earthwork 3951 & 5500 October 2009 02200 -1 complied with these specifications. The Contractor shall bear the costs for sampling and testing specified in this paragraph including costs associated with retesting due to the Contractor's failure to comply with the specifications shall be paid by the Contractor. PART 2- MATERIALS 2.01 FILL MATERIALS A Type A. Type A material shall be a clean granular material free from organic matter and shall conform to the following gradation: U.S. Standard Sieve Size Percent by Weight Passing 3/4 inch 100 3/8 inch 80-100 No. 4 55-100 No. 10 35-95 No. 40 10-55 No. 100 0-2 B TypeB. Type B material shall be a select non-expansive, granular material free from organic matter and of such size and gradation that the specified compaction can be readily obtained. Material shall have a liquid limit of less than 20 and a plasticity index of less than 10 and shall conform to the following gradation: U.S. Standard Sieve Size Percent by Weight Passing 3 inch 100 3/4 inch 80-100 No. 4 50-100 No. 10 35-95 No. 40 15-75 No. 200 5-35 C TvpeC. Type C material shall be unclassified material and may be obtained from excavation on site. The material shall be free from peat, wood, roots, bark, debris, garbage, rubbish or other extraneous material. The maximum size of stone shall not exceed 6 inches. D TvpeD. Type D material shall be granular material commonly known as drain rock and shall conform to the following gradation: U.S. Standard Sieve Size Percent by Weight Passing 1-1/2 inch 100 3/4 inch 30-75 1/2 inch 15-55 1/4 inch 0-5 Type D material shall be composed of hard, durable, sound pieces which have a specific gravity of not less than 2.65. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Earthwork 3951 & 5500 October 2009 02200-2 PART 3- EXECUTION 3.01 GENERAL A Overexcavation: 1 At the direction of the Resident Engineer: Where the undisturbed condition of natural soils is inadequate for support of planned construction, the Resident Engineer will direct the Contractor to overexcavate to adequate supporting soils. The excavated space shall be backfilled and compacted to the specified elevation with soil materials in accordance with Table A. When Overexcavation and backfill is directed by the Resident Engineer because of inadequate soil support, the Overexcavation and the placement of backfill or concrete material will be considered as a changed condition and additional compensation will be awarded to the Contractor. 2 Due to Contractor's Operations: Should the excavation be carried below the lines and grades specified on the drawings or should the bottom of the excavation be disturbed because of the Contractor's operations and require Overexcavation and backfill, the Contractor shall refill such excavated space with compacted backfill in accordance with Table A of Section 3.02. Backfill and compaction shall be at Contractor's expense. B Removal of Obstructions. The Contractor shall remove all brush, roots and grass where the proper construction and completion of the work require their removal. The Contractor shall also remove all rocks, stones, broken concrete and pavement (golf cart path), debris and all obstructions of whatsoever kind or character, whether natural or artificial, encountered in the work. Material that is removed as hereinbefore specified, and is not to be incorporated in the work, shall be properly disposed of off the site. C Surplus Material. Unless otherwise specified, surplus excavated material shall be disposed of in accordance with applicable ordinances and environmental requirements. The Contractor shall satisfy himself that there is sufficient material available for the completion of the required earthwork before disposing of any material inside or outside the site. Shortage of material, caused by premature disposal of any material by the Contractor, shall be replaced by the Contractor. Material shall not be stockpiled to a depth greater than 5 feet above finished grade within 25 feet of any excavation or structure. The Contractor shall maintain stability of the soil adjacent to any excavation. D Borrow Material. If the quantity of acceptable material from excavation is not sufficient to construct the embankments required by the work, the quantity of material needed to complete the embankments shall consist of imported borrow conforming to specified requirements. E Hauling. When hauling is done over highways or city streets, the loads shall be trimmed and the vehicle shelf areas shall be cleaned after each loading. The loads shall be watered after trimming to eliminate dust. F Finish Grading. Finish surfaces shall be smooth, compacted and free from irregularities. The degree of finish shall be that normally obtainable with a blade-grader. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Earthwork 3951 & 5500 October 2009 02200 - 3 G Finished grade shall be as specified by the contours, plus or minus 0.10 foot, except where a local change in elevation is required to match sidewalks, curbs, and manholes, or to ensure proper drainage. When the work is at an intermediate stage of completion, the lines and grades shall be as specified plus or minus 0.5 foot to provide adequate drainage. Control of Erosion. The Contractor shall maintain earthwork surface true and smooth and protected from erosion. Where erosion occurs, the Contractor shall provide fill or shall excavate as necessary to return earthwork surfaces to the grade and finish specified. Fill Class Al Material Type Maximum Uncompressed Layer Depth, Inches 12 Bl Cl Dl El BorC C D E 12 12 - 12 TABLE A Minimum Relative Compaction Percent 95 90* 90 ** 90 General Application Slabs on grade (other than specified for Class El or shown for Class Dl) Structural backfill Site fill Drain rock Pervious backfill * Except the upper 1 foot below all pavement subgrade, which shall be compacted to 95% relative compaction. ** Drain rock to be place under structure shall be compacted with 2 to 4 passes of a vibrating roller into an even surface to minimize migration of finer material that may be placed on top of the rocks. 3.02 EARTHWORK FOR MANHOLES A Structure Excavation. Ground shall not be dug by machinery nearer than 3 inches from any finished subgrade. The last 3 inches shall be removed without disturbing the subgrade. Excavation shall allow manholes to be installed plumb and at the lines and grades specified. Should the excavation be carried below the lines and grades specified on the drawings or should the bottom of the excavation be disturbed because of the Contractor's operations and require overexcavation and backfill, the Contractor shall refill such excavated space to the proper elevation in accordance with Section 3.01-A. Unless otherwise specified, excavations shall extend a sufficient distance from walls and footings to allow for placing and removal of forms, installation of services, and for inspection, except where concrete is specified to be placed directly against excavated surfaces. Where crushed rock is shown to be installed below structures, the excavation and recompaction zone shall extend 3 feet beyond the perimeter lines. B Foundation. The foundation of the new structures shall be excavated, backfilled and compacted as specified herein. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions 3951& 5500 October 2009 Earthwork 02200 - 4 At the completion of the excavation, the bottom of the excavation shall be inspected by the Resident Engineer. No further earthwork shall be performed prior to this inspection. Where unsuitable material is found, the Contractor shall overexcavate as directed by the Resident Engineer in accordance with Paragraph 3.01-A.I. Upon the Resident Engineer's approval, the bottom of the excavation shall be scarified to a depth of 12 inches, moisture conditioned to within two percentage points of optimum moisture content, and shall be recompacted to a minimum of 90 percent of maximum density. The excavation shall then be backfilled and compacted as specified in Paragraph 3.02. For foundations shown with a layer of crushed rock below the foundation, the layer of gravel shall extend three feet beyond footing perimeter lines. C Structure Backfill. Unless otherwise specified or shown, structure backfill shall be Class B1. After completion of construction below the elevation of the final grade, and prior to backfilling, forms shall be removed and the excavation shall be cleaned of debris. Structure backfill shall not be placed until the subgrade portions of the structure have been inspected. Backfill material shall be placed in uniform layers with uncompacted thickness of not more than 12 inches and shall be brought up uniformly on all sides of the structure. Each layer of backfill shall be compacted to a relative compaction of not less than 90 percent. The top 12 inches shall be compacted to at least 95 percent relative compaction. Where the backfill is under roadway or trafficked area, the material within 1 foot below the surface shall be compacted to a relative compaction of not less than 95 percent. Compaction by means of jetting or ponding shall not be permitted. 3.03 SUBGRADE FOR PAVEMENT The prepared subgrade shall be scarified to a depth of at least 12 inches and recompacted to at least 95 percent of the maximum density. END OF SECTION 02200 City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Earthwork 3951 & 5500 October 2009 02200 - 5 SECTION 02223 TRENCHING, BACKFILL, AND COMPACTION PART 1 - GENERAL 1.01 DESCRIPTION A The work of this Section includes all labor, machinery, construction equipment, and appliances to perform in a good workmanlike manner all trench excavation and backfill work shown on the Drawings and herein specified. 1.02 GENERAL REQUIREMENTS A Requirements of Section 02200 and the Standard Specifications for Public Works Construction and the Contracts Supplemental Provisions apply to this Section. 1.03 SAFETY A The Contractor shall familiarize himself with, and shall at all times conform to all applicable regulations of the "General Construction Safety Orders" and "Trench Construction Safety Orders" of the State of California, Department of Industrial Relations, Division of Occupational Health and Safety and applicable requirements of Sheeting, Shoring and Bracing. 1.04 INSPECTION AND CONTROL A A representative will be engaged by the City, who shall act as the direct representative of the City in soils work, to perform inspection of the removal and replacement of unsuitable materials, and the placement and compaction of all fills and backfill within the limits of earthwork on this project. All work shall be done in accordance with these Specifications and as directed and approved by the City. However, all such testing shall be conducted by the Contractor-retained Approved Soil Testing Laboratory, as directed by the City. The cost of all such tests shall be paid for by the Contractor, including initial and any re-testing required due to failed tests. 1.05 REQUIREMENTS A General. 1 The work performed under this Specification shall be constructed to the lines, grades, elevations, slopes and cross sections indicated on the Drawings, and/or directed by the City in writing. Slopes, graded surfaces, and drainage features shall present a neat, uniform appearance upon completion of the Work. 2 It shall be the Contractor's responsibility (1) to maintain adequate safety measures and working conditions; and (2) to take all measures necessary during the performance of the Work to protect the entire project area and adjacent properties which would be affected by this work from storm damage, flood hazard, caving of trenches and embankments, and sloughing of material, until final acceptance by the City. It shall be the Contractor's responsibility to maintain completed areas until the entire project area is in satisfactory compliance with the Contract Documents. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Trenching, Backfill, and Compaction 3951 & 5500 October 2009 02223 -1 3 Contractor shall be responsible for the excavation and disposition of unsuitable or surplus material by approved means of conveyance away from the working area. Conform with applicable requirements for disposition as specified in the Green Book. B Utility Protection. Utility lines and structures indicated on the Drawings which are to remain in service shall be protected by the Contractor from any damage as a result of his operations. Where utility lines or structures not shown on the Drawings are encountered, the Contractor shall report them to the City before proceeding with the Work. The Contractor shall bear the cost of repair or replacement of any utility lines or structures which are broken or damaged by his operations. PART 2- PRODUCTS 2.01 MATERIALS A Backfill Soils in the Pipe Backfill Zone shown on the Drawings, shall be in accordance with the Standard Specifications for Public Works Construction Section 306-1.3.1, except as herein noted. Backfill shall not contain rocks greater than 4-inches in maximum dimension. In streets, rocks greater than 2-1/2 inches in maximum dimension shall not be allowed within 12-inches of pavement subgrade. B Rock Backfill for Bedding. In areas where subgrade, as determined by the City, is unsuitable for placement of pipe due to loose, soft, or deleterious materials exposed at pipeline invert elevation during excavation, those materials shall be removed by the Contractor to their full depth, or to two feet below the pipe invert, whichever is less. The overexcavation shall be filled with rock having the gradation listed below which meets requirements for Size No. 57 listed in AASHTO Specification M43 (ASTM D448). Crushed rock, one inch maximum size, or a gradation and quality approved by the Engineer may be allowed as an alternate. Costs of any rock that is rejected by the Engineer for noncompliance with this Section and removal from the site shall be borne by the Contractor. The rock shall be enveloped in a filter fabric of a non-woven geotextile: Amoco 4551, Mirafi 160N, or approved equal. The filter fabric edges shall be overlapped for a minimum of 2 feet. Percent Passing Sieve Size Minimum Maximum 1-1/2 inch 100 1 inch 95 100 3/4 inch l/2 inch 25 60 3/8 inch #4 0 10 #8 05 ASTM C-131 Test Grading A C Material in Pipe Bedding Zone. For bedding in the Pipe Bedding Zone as shown on the Drawings, the Contractor shall use sand or native free-draining granular material having sand equivalent of not less than 30, or having coefficient of permeability greater than 0.001 centimeters per second, or other material approved by the Engineer in advance of import or placement. Cost of any sand equivalent tests will be borne by the Contractor and will be conducted by the Approved Testing Laboratory. Cost for retesting due to the noncompliance with this Section shall be borne by the Contractor. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Trenching, Backfill, and Compaction 3951 & 5500 October 2009 02223 - 2 PART 3- TRENCH EXCAVATION 3.01 TRENCH EXCAVATION A Excavation for Trenches shall include the removal of all material of any nature for the installation of the pipe or facility and shall include the construction of trench shoring and stabilization measures, timbering and all necessary installations for dewatering. B Width of Trench. The minimum width of the pipe zone shall not be less than 12-inches greater than the exterior diameter of the pipe, exclusive of bells and shall not be greater than 16-inches greater than the exterior diameter of the pipe, exclusive of bells, special structures, or connections. The minimum width shall be exclusive of all trench supports. The maximum width shall be inclusive of all trench support. If the maximum trench width is exceeded, the Contractor shall provide additional bedding, another type of bedding, or a higher strength of pipe, as approved by the Engineer, at no cost to the City. C Maximum Length of Open Trench. Except by special permission by the City Engineer, only that amount of pipe construction will be permitted, including excavation, construction of pipeline, and backfill in any one location, which can be completed in one day; however, maximum length of open trench shall never exceed 500 feet. This length includes open excavation, pipe laying and appurtenant construction and backfill which has not been temporarily resurfaced. D Trench Side Slopes. 1 Temporary trench excavations shall at all times conform to the safety requirements hereinbefore specified in Paragraph entitled "Safety". 2 Loose cobbles or boulders shall be removed from the sides of the trenches before allowing workmen into the excavation, or the trench slopes must be protected with screening or other methods. Trench side slopes shall be kept moist during construction to prevent local sloughing and raveling. 3 The Contractor shall submit, in accordance with Section 01300, copies of Shoring Plan prepared and signed by a Civil Engineer duly registered in the State of California before commencing excavation. E Excess Trench Excavation. If any trench, through the neglect of the Contractor, is excavated below the bottom grade required, it shall be refilled to the bottom grade, at the Contractor's expense for all labor and material, with specified crushed rock compacted to a firm stable foundation. F Excavation in Rock. For the purposes of identifying solid rock, the definition of solid rock shall be at locations where trench excavation utilizing equipment such as a Caterpillar 235 Backhoe with a single shank or equivalent, as determined by the City Engineer, encounters refusal due to a massive rock structure. Boulders encountered during excavation shall normally be removed by the Contractor. If the aforementioned equipment cannot remove the boulder, in the opinion of the City Engineer, the section of the boulder intersected by the trench will be classified as solid rock. The City Engineer's determination concerning the classification of material as solid rock or otherwise will be final. When solid rock is encountered in the excavation, the Contractor shall advise the City Engineer, and the City Engineer shall inspect the excavation before removal of the solid rock commences. Prior to excavation, the City Engineer and Contractor will assess the volume of solid rock to be excavated. When the excavation has been completed and prior to any bedding materials being placed, the City City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Trenching, Backfill, and Compaction 3951 & 5500 October 2009 02223 - 3 Engineer will inspect the excavation for the purpose of assessing the volume of solid rock to which the additional rate applies. Excavation depth in solid rock shall be six inches below bells or couplings, or as directed by the City Engineer. The dimensions on which the solid volume of rock will be paid by the City shall be: Length The length along the centerline of the pipeline. Width Nominal pipe diameter plus 18 inches (no extra payment will be made for over excavation). Depth The average height from the bottom surface to the top surface of the solid rock across the trench width. The bottom surface shall be deemed to be not below six inches below the bells or couplings unless the additional depth is ordered by the City Engineer. The City Engineer will determine the heights of rock at such spacing along the excavation as he considers necessary to compute the solid volume of rock with reasonable accuracy. The Contractor will allow a minimum of 7 calendar days for City soils representative to review each rock instance and to present findings to the City Engineer. 3.02 BRACING TRENCHES A The sides of the trenches shall be supported with plank sheeting and bracing in such a manner as to prevent caving of the sides of the trench. Space left by withdrawal of sheeting or shoring shall be filled completely with dry granular material blown or rammed in place. All trenches deeper than 5-feet shall be shored in accordance with the approved Shoring Plan, unless cut to the angle of repose of the excavated soils. Shoring shall be designed to resist active earth pressure defined in the Soils Report with the affects of surcharge loads superimposed. 3.03 PIPE BEDDING A The Contractor shall excavate below the bells or couplings for the full width of the trench and shall place sand bedding upon which the pipe is to be laid. If trench material is suitable for use, as determined by the City Engineer, the trench may be excavated above the pipe invert and hand shaped so that the pipe is firmly supported on undisturbed material. Approved pipe bedding material shall be placed and compacted throughout the Pipe Bedding Zone. B At pipe subgrade, if foundation soil in trench is soft, wet, spongy, unstable or does not afford solid foundation for pipe, the Contractor shall excavate as directed by City Engineer, to a minimum of 6 inches, and provide a stable rock backfill for bedding for placement of pipe bedding. Such unsuitable material shall be disposed of at the Contractor's expense. C Where rock is encountered in the trench, the Contractor shall excavate to a minimum of 6 inches below pipe bells or as directed by the City Engineer, and shall construct a base by placing 6 inches of rock backfill for bedding upon which a subgrade can be prepared. D Before any pipe is lowered in place, the trench bottom shall be prepared so that each pipe will have a firm and uniform bearing over the entire length of the barrel and a width equal to one-half the outside diameter of the pipe. All adjustments in line and grade shall be made by scraping away or filling and tamping under the barrel of the pipe. Wedging or blocking are not permitted. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Trenching, Backfill, and Compaction 3951 & 5500 October 2009 02223 - 4 3.04 BACKFILLING PIPE TRENCHES A Pipe Backfill and Bedding Zones. Selected backfill material for the pipe zone shall consist of hereinbefore specified material. Place material in the trench simultaneously on each side of the pipe for the full width of the trench and over the Pipe Backfill Zone, as shown on the Drawings, in layers not greater than 8-inches in loose depth. Each layer shall be thoroughly compacted by tamping. Jetting or ponding for compaction are not allowed. In all cases, backfilling of the pipe zone must be done by hand. Bedding shall be brought up uniformly on both sides of the pipe. Particular attention shall be given to underside of the pipe and fittings to provide a firm support along the full length of the pipe. The Pipe Zone shall be considered to extend to 12-inches above the top of the pipe, and shall be compacted in the trench such that there will be obtained a relative compaction of not less than 90 percent of maximum dry density at within 2 percent of optimum moisture content as hereinafter specified. Use of Materials other than those specified shall be approved by Engineer prior to use. The Contractor shall bear all cost of removal of rejected material; it's hauling to an authorized disposal site, and cost of providing required material to complete the bedding and backfilling. B Backfilling Pipe Trench. After the pipe has been laid in the trench and has been inspected and approved, and backfilling in the pipe zone is complete and compacted, the remainder of the trench may be backfilled. The backfill material shall be suitable material as hereinbefore specified. Whenever imported borrow for backfill is required, the Contractor shall furnish this borrow material and dispose of the excess trench excavation. C Compaction Testing. The maximum dry density and optimum moisture content of each soil type used in the controlled compacted fill will be determined by ASTM D 1557-91 compaction method, and field density tests will be performed in accordance with ASTM D 1557-91, each as described in Specification Section 02200. The City Inspector will determine the number and frequency of tests to be performed. D Placement and Compaction of Trench Backfill. The placement and compaction of all trench backfill shall conform to the following method subject to the qualifications specified therein. Water densification of backfill is not allowed. Mechanically Compacted Backfill. With approval of Engineer, backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibrating rollers, or other mechanical tampers to 90 percent relative compaction except that the upper 2-feet below all pavement subgrade shall be compacted to 95% relative compaction. All such equipment shall be of size and type approved by the Engineer. Impact-type pavement breakers (stompers) will not be permitted over any pipe. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the Contract. The Contractor shall make his own determination in this regard. Mechanically compacted backfill shall be placed in horizontal layers not exceeding eight inches in thickness. Each layer shall be evenly spread, the moisture content brought to within two percentage points of optimum moisture content, and then tamped or rolled until the specific relative compaction has been attained. E Trench Slurries. Where slurried trenches are shown on the plans, a two-sack concrete slurry shall be utilized in accordance with the Standard Specifications for Public Works Construction. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Trenching, Backfill, and Compaction 3951 & 5500 October 2009 02223 - 5 3.05 GENERAL PIPELINE INSTALLATION REQUIREMENTS A Depth of Pipe. Pipelines shall be installed at the depths (elevations) shown on the Drawings. If elevations are not shown, piping shall be only installed with cover adequate to resist construction loads, but in no instance shall cover be less than forty-two (42) inches. B Changes in Line and Grade. In the event obstructions not shown on the Drawings are encountered during the progress of the Work which will require alterations to the Drawings, the Engineer shall have the authority to change the Drawings and order the necessary deviation from the line or grade. The Contractor shall not make any deviation from the specified line and grade without approval by the City Engineer. Should any deviations in line and grade be permitted by the City Engineer in order to reduce the amount of rock excavation or for other similar convenience to the Contractor, any additional costs for thrust blocks, valves, extra pipe footage, concrete, or other additional costs shall be per unit prices listed in the bid breakdown. C Installing Pipe. Contractor shall after excavating the trench and preparing the proper bedding for the pipe furnish all necessary facilities for properly lowering and placing sections of the pipe in the trench without damage and shall properly install the pipe. The section of pipe shall be fitted together correctly and shall be laid true to line and grade in accordance with stakes established by the Contractor' s Surveyors. The full length of the barrel of the pipe shall have a uniform bearing upon the bedding material, but if the pipe has a projecting bell, suitable excavation shall be made to receive the bell which shall not bear on the subgrade. The requirement for closely fitting the bottom of the pipe to the bedding material for the width stated in this section will be strictly enforced. 1 Pipe shall be laid up grade. Any pipe which is not in true alignment, both vertical and horizontal, or shows any undue settlement after laying shall be replaced when so ordered by the City Inspector. No pipe shall be laid which is damaged, cracked, checked or spalled or has any other defect deemed by the City Inspector to make it unacceptable, and all such sections shall be permanently removed from the Work. 2 At all times when the work of installing pipe is not in progress, all openings into the ends of the pipelines shall be kept tightly closed with suitable plywood or sheet metal bulkheads to prevent the entrance of animals and foreign materials and to prevent water from entering the pipe. 3 Keep the pipe trench free from water at all times and take all necessary precautions to prevent the pipe from floating due to water entering the trench from any source. Any damage is the Contractor's full responsibility. Restore and replace the pipe to its specified condition and grade if it is displaced due to floating. 4 All pipeline adjoining concrete structures shall have a joint (flexible) within 18-inches from the face of such concrete structures. 3.06 CLEANUP A Immediately upon completion of work of this Section, all rubbish and debris shall be removed from the job site. All construction equipment and implements of service shall be removed and the entire area involved shall be left in a near, clean and acceptable condition. END OF SECTION 02223 City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Trenching, Backfill, and Compaction 3951 & 5500 October 2009 02223 - 6 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. Supplemental Provisions Section 201 and Section 303 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: ASTMC 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 ASTM C 881 Specification for Epoxy-Resin-Base Bonding System for Concrete City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 03315 - 1 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 63 8 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 La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 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. Epoxy 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 City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 03315-3 on each container in which the materials are packaged. Epoxy grout shall be BurkEpoxy Anchoring Grout by The Burke Company. 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 La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 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, maybe 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 La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 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 n 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 City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 03315 - 6 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. 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 La Golondrina & El Fuerte St. HDD Sewer Extensions Grout CP 3951 & 5500 October 2009 03315 - 7 SECTION 03460 PRECAST CONCRETE MANHOLES PART 1 - GENERAL 1.01 DESCRIPTION A. Precast concrete manholes shall be constructed in accordance with the design, size and details and at the locations shown on the Plans. Specifications for relative work are as follows: 1. ASTMC478 Concrete 2. ASTMA48 Gray-Iron Castings 3. California Construction Safety Orders Article 4 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 2009, Section 303 4. 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. Submit Shop Drawings of the precast manhole. 2. Manhole 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 MANHOLES A. Precast reinforced concrete manhole 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. Manhole components shall be designed for H-20 highway loads and site soil conditions. 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. Manholes shall be fabricated only from eccentric taper City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Precast Concrete Manholes CP 3951 & 5500 October 2009 03460 -1 sections and standard cylinder units of the proper internal diameter. Manhole sections shall be cast without galvanized steel ladder rungs unless otherwise shown on the Plans. C. Precast concrete Manholes shall be manufactured by Associated Concrete Products, Ameron, Southwest Concrete Products, Inland Concrete Products, or approved equal. 2.02 DROP MANHOLES A. The materials and construction of drop manholes shall conform to the applicable provisions of the Specifications for precast manholes (including frames and covers), except as herein modified by Specifications and/or Plans. 2.03 MANHOLE 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 310°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. PART3-EXECUTION 3.01 GENERAL A. Manhole locations are fixed and cannot be moved to accommodate pipe manufacturing or laying. If necessary, special lengths will be provided to meet manhole location requirements. 3.02 WORK WITHIN EXISTING MANHOLES A. Any proposed Work inside an existing manhole, which is part of a sewage system in service, shall not be undertaken until all the tests and safety provisions of Article 4, Section 1532 "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. 3.04 MANHOLE BASE A. The manhole base shall be poured in place against undisturbed soil with Class A portland cement concrete. The manhole 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 manhole shall be located as indicated on the Plans. The manhole base shall extend 12-inches below the bottom of the lowest pipe. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Precast Concrete Manholes CP 3951 & 5500 October 2009 03460 - 2 B. Invert elevations of connecting sewers may vary depending upon sizes. The crown elevation of all pipes shall be set level with the crown elevation of the largest pipe unless otherwise indicated on the Plans. C. The invert of the manhole 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 manhole 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 manhole construction is continued. In certain critical situations the time of setting may be reduced upon approval of the Owner's Representative. 3.05 MANHOLES A. Each manhole section shall be set in a bed of mortar to make a watertight j oint, 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 manhole 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 manhole rings shall be jointed with a minimum thickness of D - 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 Section 03300, 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 manhole 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 manhole 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. Manhole frames shall be set at the required grade and shall be securely attached to the top precast manhole 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. 3.06 MANHOLE STUBS AND STOPPERS A. Sewer pipe shall be furnished and installed in manholes 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 manhole, the Contractor City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Precast Concrete Manholes CP 3951 & 5500 October 2009 03460 - 3 shall brick the opening into the manhole 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 MANHOLE 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 manhole 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 manholes 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 Manholes 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, if required on the plans, a bentonite clay panel shall be installed covering the entire exterior surface below grade. Each joint in the Manhole 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 manholes. 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 manhole 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 MANHOLES A. General: It is the intent of the Specifications that manholes and appurtenances be watertight and free from infiltration. All manholes are to be banded both inside and outside with cement-mortar grout. Where manholes are to be given a protective lining or coating, they shall be free of any seeping or surface moisture. The adequacy of manholes and appurtenances as to watertightness shall be determined by the Owner's Representative and shall be vacuum tested. B. Vacuum Testing of Manholes: Water tightness of manholes may be tested in connection with tests of sanitary sewers or at the time the manhole is completed and backfilled. 1. Vacuum testing equipment shall be as manufactured by P.A. Galzier, Inc. or approved equal. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Precast Concrete Manholes CP 3951 & 5500 October 2009 03460 - 4 2. Manholes shall be tested after assembly and prior to mortaring the joints or backfilling. In case of Manholes 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 Manhole shall be plugged, and bracing installed, to prevent the plug from being drawn into the Manhole. 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 Manhole shall pass the test if the time taken for the drop is greater than 60 seconds. 7. If the Manhole 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. 9. inlets and outlets with approved stoppers or plugs and fill the manhole 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. C. Water Testing of Manholes: At the option of the Owner, water tightness of Manholes may be tested using water instead of air. The Contractor shall plug all inlets and outlets with approved stoppers or plugs and fill the Manholes 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 manhole 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 manhole for a minimum of one hour to allow the manhole material to reach maximum absorption. After the one-hour period has elapsed, the Contractor shall refill the manhole 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 MANHOLES New connections to existing manholes 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 La Golondrina & El Fuerte St. HDD Sewer Extensions Precast Concrete Manholes CP 3951 & 5500 October 2009 03460 - 5 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. General Provisions 2.5.3 1.03 SUBMITTALS Contractor shall furnish submittals in accordance with the requirements of General Provisions 2.5.3, 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. B. If requested by the Owner, the Contractor shall furnish details pertaining to the test equipment, including but not limited to the make, model, tolerances and limitations of the specified equipment. 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. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Testing of Gravity Sewer Pipelines CP 3951 & 5500 October 2009 15045 - 1 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. 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 manhole to manhole with an appropriately size inflatable ball. B. All construction debris and water shall be removed from each manhole 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 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: City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Testing of Gravity Sewer Pipelines CP 3951 & 5500 October 2009 15045 - 2 MINIMUM DURATION FOR AIR TEST PRESSURE DROP - PVC PIPE Minimum Distance Pipe Diameter Test Time Between Manholes (Minutes') (Seconds') (Inches)(Feet) 4 6 8 10 12 15 1 2 3 4 5 7 53 50 47 43 40 5 597 398 298 239 199 159 K Value 0.19 0.43 0.76 1.19 1.71 2.67 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 alt 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 CONTACTOR. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions CP 3951 & 5500 October 2009 Testing of Gravity Sewer Pipelines 15045-3 3.04 CLOSED CIRCUIT TELEVISION INSPECTION A. A closed circuit television inspection shall be 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 inspections shall be repaired to the satisfaction of the City Engineer at the Contractor's expense. END OF SECTION 15045 City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions Testing of Gravity Sewer Pipelines CP 3951 & 5500 October 2009 15045 - 4 SECTION 15063 POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE PART 1 - GENERAL 1.01 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. 1.02 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 far 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 (13" to 27") UNI-B-5 Uni Bell Recommended Practice for the Installation of PVC Sewer Pipe 1.03 RELATED WORK DESCRIBED ELSEWHERE The Contractor shall refer to the following Specification sections} for additional requirements: A. Trenching, Excavation, Backfilling and Compaction: 02223 B. Earthwork: 02200 C. Testing of Gravity Sewer Pipelines: 15045 1.04 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. 1.05 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. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 1 Tests shall show that the pipe has been found to meet all the requirements of ASTM D3034, F679, and/or F794 as applicable. 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. 2. All pipe shall have home marks on the spigot ends to indicate proper penetration when joints are made, 1.06 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 gauged or scratched shall be subject to rejection as determined by the City Engineer. PART 2 - MATERIALS 2.01 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, 92454-C, or 13343-C as defined in ASTM D1784. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 2 2.02 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-l 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 2.03 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 belied 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 3.01 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. Do 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". 3.02 TRENCHING, BACKFILLING AND COMPACTION Trenching, bedding, backfilling and compaction operations shall be performed in accordance with Section 02223. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 3 3.03 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 of 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. 3.04 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 1910.145, 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. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 4 D. Field cutting and milling shall be accomplished to equal the quality of shop-fabricated ends in accordance with the manufacturer's written instructions. 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 shah 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. 3.05 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. 3.06 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. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 5 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. 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 13' 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 sections 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. City of Carlsbad La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 6 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. 3.07 CONNECTION TO EXISTING SEWER SYSTEMS A. Connection to the existing sewer system at an existing manhole or dead end shall be made as shown an 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. 3.08 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 La Golondrina & El Fuerte St. HDD Sewer Extensions PVC Sewer Pipe CP 3951 & 5500 October 2009 15063 - 7 SECTION 15075 HORIZONTAL DIRECTIONAL DRILLING/GUIDED DRILLING PART 1- GENERAL 1.01 DESCRIPTION AND BACKGROUND This specification section describes the requirements for the La Golondrina and El Fuerte Street Horizontal Directional Drill (HDD) Sewer Extensions for two, separate high density polyethylene (HDPE) pipes from La Golondrina Street to Vermarine Court and from the La Costa Meadows Lift Station to El Fuerte Street in Carlsbad, California as shown on the drawings (jobsite) using the trenchless construction process called Horizontal Directional Drilling (HDD). The Contractor shall provide all labor, machinery, construction equipment, and materials to perform in a good workmanlike manner all items herein specified. The project is located within the City of Carlsbad, and consists of the replacement of the existing La Golondrina and La Costa Meadows Lift Stations with gravity sewer pipelines. For the La Golondrina HDD route, the job begins at an existing manhole near the cul-de-sac bulb of Vermarine Court immediately east of its right-of-ways and ends at a new manhole in La Golondrina Street approximately 150 feet from the end of the cul-de-sac. For the El Fuerte HDD route, the job begins adjacent to the existing La Costa Meadows 3 (LCM3) Lift Station, accessed from Chorlito Street, and ends at a new manhole located within an existing drainage and access easement northeast of the El Fuerte Street right-of-way. The jobs will utilize Horizontal Directional Drilling for approximately 622 feet horizontally and 92 feet vertically; approximately 540 feet horizontally and 80 feet vertically, respectively. Work to be done by the Contractor shall include, but not be limited to, the following items: A. Comply with all other requirements of the Plans, Specifications, and Contract Documents for the La Golondrina and El Fuerte Street HDD Sewer Extension Pipeline. B. Transport all equipment, labor, consumables, and materials to and from the job site; C. Prepare the site including drive and reception areas as defined on the drawings and specified herein; D. Supply, installation, and testing of approximately 622 feet of 10-inch SDR 9 HDPE pipeline and 540 feet of 10-inch SDR 9 HDPE pipeline for the La Golondrina and El Fuerte jobs respectively with Horizontal Directional Drilling and open trench methods on the bore path shown on the attached plan and profile drawings. The El Fuerte installation may require construction of a receiving pit approximately 6' deep, as shown on the drawings. The actual length of pipes shall be shortened or extended, as necessary to complete the required drill paths and the temporary above ground end extensions used for installation and testing. Perform Horizontal Directional Drilling operations including construction of a receiving pit, drilling of pilot holes, reaming of pilot holes to suitable diameters, and pull back of the specified high density polyethylene pipes. E. For the La Golondrina route, the Contractor shall provide open trench removal of excess HDPE pipe after pipe pullback and final tie-in of the HDPE at Vermarine Court, and open trench installation in La Golondrina Street for final tie-in as shown on the drawings. For the El Fuerte Route, the Contractor shall provide open trench removal of excess HDPE pipe after pipe pullback, final tie-in of the HDPE and extension of the gravity pipeline at the La Costa Meadows Lift Station. A receiving pit will be City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 1 required for final t-tie in of the HDPE pipe at El Fuerte Street. Excess pulled back through the reamed boring shall be removed from the project after trimming and final tie-in. F. Project area including, but not limited to: 1. Rough grading area at the downstream pipe entry point shall be used for locating the drilling equipment, cuttings collection pit, exit point slurry containment pit, and placing of cuttings separation equipment and drainage. All pits will be surrounded by an 18-inch high containment berm lined with heavy plastic sheeting with sealed joints to contain drilling mud and cuttings and to minimize water infiltration. Hay bales shall be used to line the top edge of the sloped areas to minimize erosion and prevent foreign material from discharging into the surrounding areas. 2. The Contractor shall grade the boring pads and surrounding area to provide a foundation for the drilling equipment and drill mud collection areas. Erosion control measures will also be installed. 3. A temporary pipe launcher/roller system (or equal) and pipe launching equipment will be laid out and constructed by the Contractor. 4. The Contractor will string out a minimum of 630 feet of 10.75" OD SDR 9 HDPE pipe in a line southerly of the pipe entrance point along La Golondrina Street and up to 550 feet of 10.75" OD SDR 9 HDPE pipe in a line northerly of the pipe entrance point along El Fuerte Street, as shown on the plans. The pipe segments will be heat fused and then air or hydrostatically tested. Pipe will be supported on rollers or other acceptable support devices to prevent scraping and gouging of the pipe as it is installed. For La Golondrina Street, the pipes may be welded and tested in two segments, joining them prior to pull back. 5. Provide temporary end caps and hydrostatically test the HDPE pipeline. 6. After drilling the pilot bores and reaming the bores out to about 16" diameter, the 10.75" outside diameter HDPE pipe will be pulled from the end of the alignment back into the bore hole to the start of the installation. Once pipe pullback operation has begun for each project, it will be continued until completion without stopping. 7. Cleanup and demobilize drilling equipment from the site. 8. Complete pipeline installation work at either end of the newly installed HDPE pipeline. 1.02 QUALIFICATIONS The Contractor's project manager, superintendent and driller operator assigned to this project must be experienced in work of this nature and must have successfully completed similar gravity sewer projects using Horizontal Directional Drilling. These personnel must have completed at least three (3) projects of similar difficulty and magnitude to the proposed work. The HDPE Welder shall have current training certification acceptable to the Engineer. The welding equipment, welding monitoring and testing devices, air pressure testing and monitoring devices, and hydrostatic pressure testing devices shall each have been recently calibrated, and evidence of such calibrations shall be provided to the Engineer for review and approval. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 2 1.03 GENERAL REQUIREMENTS Portions of the La Golondrina and El Fuerte Street sewer extensions shall be installed by Horizontal Directional Drilling. Horizontal Directional Drilling is a trenchless excavation technique for installing pipelines and conduits in two phases. The first phase consists of drilling a small diameter pilot hole along a designed directional path. The second phase consists of enlarging the pilot hole to a diameter suitable for installation of the pipe or conduit, and pulling the pipe or conduit into the enlarged hole. The method is accomplished using a surface launched horizontal directional drilling rig and ancillary tools and equipment. The drill string shall create a pilot bore hole in an essentially horizontal path or shallow arc which shall subsequently be enlarged to a larger diameter during a secondary operation. Subsequent operations could include multiple hole enlargements in steps and pullback of the product pipe. Tracking of the initial bore path shall be accomplished by an electronic guidance system located in the drill head and transmitting location information through a wire to the drill operator's console. A manually operated overhead receiver shall not be considered as an acceptable alternative for this installation. Steering shall be achieved by controlling the orientation of the drill head which has a directional bias and pushing the drill string forward, without rotation, with the drill head oriented in the desired direction. Continuous rotation of the drill string shall allow the drill head to drill a straight path. The procedure shall use fluid jets or mechanical cutting or both with a low, controlled flow rate of drilling fluid to minimize the creation of voids during the pilot hole drilling and back reaming operations. The drilling fluid, shall consist of bentonite clay and water mixture, or approved alternative, which shall stabilize the drilled hole, remove cuttings, cool the drill bit and electronics, and lubricate the hole for the drill bit, drill string and product pipe. The resultant slurry shall surround the pipe, filling the annulus between the pipe and the drilled hole. The Contractor shall assume all responsibility for his methods of construction, the stability and accuracy of the drilled and reamed hole and pits constructed by him, and all costs for damages resulting from any failure thereof. The Contractor shall be solely responsible for the safety of the pits and related structures, and personnel engaged in underground construction throughout the duration of the work. The Contractor's methods and schedule shall consider the overall project requirements and anticipated ground condition and water conditions as described in the attached referenced Geotechnical Report. The Contractor selection of inadequate, inappropriate, or inefficient equipment and methods shall not be cause for adjustments to the Contract Price or Contract Time. The general dimensions, arrangement and details for the drilled hole to be constructed shall be as indicated on the Contract Drawings. Methods of excavation, equipment and procedures for the horizontal directional drilling operation and pits shall be selected by the Contractor to provide adequate working space and clearances for the work to be performed. Pit excavation methods, ground water control and pit support techniques shall be selected by the Contractor. The Contractor shall be responsible for cleanup and disposal of all remaining imported or excavated spoils, trash, and debris to a legally acceptable disposal location, as approved by the Engineer. 1.04 UTILITIES Contractor shall be required to locate all utilities prior to start of excavation or drilling. All utilities crossed or approached within 24 inches in a lateral direction must be exposed to verify location. In addition visual verification shall be required that the drill, reamer or product pipe has missed the utility as it passes in accordance with California State law. Damage to utilities shown on the drawings shall be the responsibility of the Contractor. Utility lines and structures indicated on the Drawings shall remain in service at all times and shall be protected by the Contractor from any damage as a result of his operations. Where utility lines or structures not shown on City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 3 the Drawings are encountered, the Contractor shall report them to the Owner before proceeding with the Work. The Contractor shall bear the cost of repair or replacement of any utility lines or structures which are broken or damaged by his operations. All utilities in close proximity to the drill pilot bore, back ream or product pipe installation must be exposed through a "pot-hole" or other opening, in accordance with appropriate utility locating laws and regulations, to ensure, through visual inspection, that the drill, reamer or product pipe has caused no damage to the utility and maintains adequate clearance. All underground utilities within 10 feet of the HDD drill path shall be potholed after USA Alert mark-out and prior to pilot hole drilling. Any utility that conflicts with the proposed design shall immediately be brought to the attention of the engineer. There are small diameter high pressure gas lines in the vicinity of the work. Contractor shall coordinate with and follow all requirements of SDG&E to avoid damage to the gas lines. Contractor shall include the cost of temporary or permanent gas line relocation in the bid amount without further cost to the owner, if required to complete the sewer installation. Contractor shall take the following steps prior to commencing drilling operations in a location which might contain underground facilities: A. Contact the utility or utility location/notification service, through Underground Service Alert at 1-800-422-4133 for markout of all utilities. B. Contact the following utility owners seven days prior to construction work: Underground Service Alert City of Carlsbad City of Carlsbad San Diego Gas & Electric San Diego Gas & Electric San Diego Tel Com Time Warner NextG Networks Vallecitos Water District Leucadia Water District ATT Distribution Mark-out for All Utilities Streets and Storm Drain Sewer, Water, & Reclaimed Water Gas Electric Communications Cable TV Communications Water Water Telephone 800^22-4133 760-434-2980 760-438-3367 760-480-7761 760-480-7761 619-260-4312 760-438-7741 408-954-1580 760-744-0460 760-753-0155 619-574-3661 C. D. 1.05 Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are located within 10 ft. of the designed drilled path and any other utilities as required by the owner of those utilities. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. TRAFFIC CONTROL PLAN AND ENCROACHMENT PERMIT Contractor shall provide traffic control plans to the City for review and approval and issuance of an encroachment permit for La Golondrina Street, El Fuerte Street, Vermarine Street and all affected streets. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions 3951 & 5500 October 2009 Horizontal Directional Drilling 15075-4 Construction parking along the edge of La Golondrina Street, El Fuerte Street, Vermarine, Street and adjacent road ways will be only allowed to the extent allowed by the approved encroachment permit. 1.06 STAGING AREA AND EASEMENTS Contractor shall submit an equipment staging plan to the City of Carlsbad for review with approval and issuance of a street encroachment permit from the City of Carlsbad prior to start of construction. The contractor shall comply with all requirements of the approved city traffic control plan and encroachment permit. At least one-half of all street widths shall be kept open at all times. 1.07 REFERENCES A. The current edition of the following American Society of Testing Materials (ASTM) publications forms a part of this Specification. ASTM D1248: Specification for Polyethylene Plastics Molding and Extrusion Materials ASTM D3350: Standard Specification for Polyethylene Plastics Pipe and Fittings Materials ASTM 2657: Heat Joining of Polyethylene Pipe and Fittings ASTM 3261: Butt Heat Fusion Polyethylene Plastic Fittings for Polyethylene Plastic Pipe and Tubing B. Work in conjunction with this Contract shall conform to the requirements of the Standard Specifications for Public Works Construction, "Greenbook," latest edition. This document is written and promulgated by the Joint Cooperative Committee of the Southern California Chapter American Public Works Association and Southern California Districts Associated General Contractors of California. The document is published by Building News, 3055 Overland Ave, Los Angeles, CA 90034, telephone (310)-202-7775 and is available at local technical book stores. The Contractor shall construct the work in accordance with any pertinent requirements of the Geotechnical Investigation Report entitled, "Geotechmcal Investigation, The Golondrina and La Costa Meadows Sewer Extensions" Carlsbad, California, Prepared for Dudek and Associates, Inc, by Allied Geotechnical Engineers, Inc., November 14, 2007. If there are conflicts, errors, omissions, or discrepancies in any of the Contract Documents, the order of precedence shall be as stated in the General Conditions of the Contract Documents. 1.08 SAFETY, CODES, AND REGULATIONS The Contractor shall carry out his operations in strict accordance with equipment manufacturer's safety requirements. It shall be the responsibility of the Contractor to ensure that the appropriate items of personnel protective equipment necessary for the various working conditions are available and utilized by staff and its subcontractors. Horizontal Directional Drilling Equipment machine safety requirements will include a common grounding system to prevent electrical shock in the event of high voltage underground cable strike. The grounding system will connect all pieces of interconnecting machinery; the drill, mud mixing system, drill power unit, drill rod trailer, operator's booth, worker grounding mats and any other interconnected equipment to a common ground. The drill will be equipped with an "electrical strike" audible and visual warning system that will notify the City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 5 system operators of an electrical strike. Operators of the drill shall wear electrical shock protection equipment and operate from common grounded mats as required. All work covered by this section shall be performed in accordance with the applicable federal and state codes and laws which pertain to such work and supplemental regulations which are contained in these specifications. In case of conflict between these specifications and any federal or state codes or laws, the most stringent shall govern. A. The Contractor shall familiarize himself with, and shall at all times conform to all applicable regulations including, but not limited to: 1. The "General Construction Safety Orders" and "Trench Construction Safety Orders" of the State of California, Dept. of Industrial Relations, Div. of Occupational Health and Safety. 2. Confined space entry requirements of the State of California and the Federal Government. 3. City of Carlsbad Encroachment Permit requirements. 4. Other applicable laws, codes, and regulations. 1.09 SUB3VUTTALS The Contractor shall submit one original and three copies of the documents requested in this section for review by the Engineer. The Engineer will review all submittals for compliance with the requirements for this project. Such review does not relieve the Contractor in any way of his responsibilities under the Contract. Contractor shall not commence work on any Part or Subpart requiring a prior submission until his submittals have been reviewed and approved by the Engineer. A. Items to be Submitted with Bid Package: Contractor shall submit for the Engineer's review: Contractor's Experience including requirements under Section 1.02 of this specification with the bid submittal. B. Preconstruction Submittals: Before initiating construction, the Contractor shall conduct and/or submit the following to the Engineer for review and approval: 1. Contractor shall arrange and conduct at least one project kick-off meeting with the Engineer, subcontractors, Contractors of adjacent work, the City of Carlsbad, the owners of all utilities being crossed or closely paralleled, and the Owner prior to initiation of the project. 2. Contractor shall submit a detailed narrative description for the sequence of events that will be performed to install the specified pipe using Horizontal Directional Drilling. The plan shall include, but not be limited to, a description of the Contractor's proposed directional drilling procedures, directional drilling equipment and pipe fusion equipment. The plan shall indicated the diameter of the pilot hole, rig pulling capacity, torque and mud pumping capabilities. Included, shall be a description of methods and precautions the Contractor proposes to use to prevent exceeding the pipe manufacturer's approved save yield tensile strength during pull back and precautions to prevent loss and spilling of drilling mud. 3. Contractor shall ensure all downhole drilling components are appropriate for the work to be performed. Contractor shall provide descriptions for all downhole components prior to initiation of the project. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075-6 4. Contractor shall provide verification of downhole surveying equipment calibration prior to initiation of the project. 5. Contractor shall provide a drill mud control and containment plan prior to beginning drilling operations. 6. Contractor shall provide a copy of Daily Log for collecting the information required in Section 1.09-C. 7. HDPE welding procedure in conformance with the requirements of section 3.04 E. C. Documentation During and After Construction: 1. Daily Logs: Contractor shall maintain a complete set of project records. Contractor shall maintain a daily activity log during Horizontal Directional Drilling operations. A copy of the log shall be submitted to the Engineer for record purposes on a daily basis. These documents shall include but not be limited to: a. Start and finish time of each section of drill pipe for pilot hole drilling and reaming. b. For pilot hole drilling, drill bit location at least every 30 ft. along the drill path. Contractor will mark the as-built drawings on a daily basis with drilling progress. c. General description for each ground condition drilled. d. Details and perceived reasons for delays greater than one hour other than normal breaks and shift changes. e. Details of any unusual conditions or events. 2. Record Drawings: Contractor shall keep and maintain at construction site a complete set of field drawings for recording of as-built conditions. Upon completion of construction, Contractor shall be required to provide an as built drawing in the form of a plot of the pipe installation with reference dimensions to locations on the contract drawings. The Contractor shall sign the as-built drawings and provide to the Engineer at the end of construction. PART 2- PRODUCTS 2.01 MATERIALS A. Drilling Fluids: The Contractor shall use a high quality bentonite drilling fluid or equivalent to ensure hole stabilization, cuttings transport, bit and electronics cooling and hole lubrication to reduce drag on the drill pipe and the 10-inch diameter HDPE product pipe. Oil based drilling fluids or fluids containing additives that can contaminate the soil or ground water shall not be considered acceptable substitutes. Composition of the fluid shall comply with all federal and local environmental regulations. Drilling fluids shall be mixed with potable water to ensure no contamination is introduced into the soil during the drilling, reaming or the pipe installation process. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 7 Disposal of drilling fluids shall be the responsibility of the Contractor and shall be conducted in compliance with all relative environmental regulations, right-of-way and workspace agreements and permit requirements. Drilling fluid returns can be collected in the entrance pit, exit pit or spoils recovery pit. The Contractor shall immediately clean up any inadvertent spills or overflows from these pits. B. Water: Contractor is responsible for obtaining, transporting and storing water required for drilling fluids. The Contractor shall arrange and pay for a portable fire hydrant potable water meter from the Carlsbad Municipal Water District at (760) 438-3367 for all water requirements for the project. C. Product Pipe: The 10-inch diameter polyethylene pipe shall be manufactured from high density, high molecular weight resin that is classified as a Type IE, Grade P34, Class C, Category 5, by ASTM D1248. The ASTM D3350 cell classification shall be 345434C and shall be rated as PE3408 class by the Plastics Pipe Institute, a division of the Society of the Plastics Industry, Inc. With the exception of fabricated polyethylene fittings, the pipe shall be manufactured in a single run within the past six months and shall be in good condition as reasonably judged by the Engineer. The pipe shall be grey in color so that it can be adequately viewed by CCTV. The pipe shall have an outside diameter of 10.750-inches. Pipe is to be of sufficient SDR ratio, no greater than 9, to ensure adequate strength to withstand operation and installation loads as a result of the installation method, procedure, equipment and practices used by the Contractor. The Contractor shall be responsible for installation or construction load calculations and stresses. The pipe shall have a working pressure rating of not less than 160 psi, an occasional surge pressure rating of 320 psi, and a recurring surge pressure rating of 240 psi. D. HOPE Tie-in Fittings: The HDD Contractor shall supply and deliver HOPE transition couplings, bends, as required to complete the project. These items shall be constructed of minimum SDR 9 HDPE pipe and shall have a minimum pressure rating equal to the adjacent HOPE pipe including "occasional and recurring surge" allowances, all as noted above. These fittings shall be manufactured by the approved manufacturer of the Product Pipe specified above, or shall be fabricated by Independent Pipe Products 800-499-6927, or approved equal. The Contractor and the HDPE fitting manufacturer shall be responsible to coordinate flange size and drilling with standard DIP ANSI 125# flange pattern. Full face gaskets recommended by the transition coupling manufacturer shall be provided. 316 stainless steel backup ring and hardware shall be provided for each transition coupling. E. Backfill Soil: Pit and "pot hole" backfill material shall comply with specifications in Green Book. PART 3 - EXECUTION 3.01 MOBILIZATION AND SITE PREPARATION The Contractor shall mobilize all necessary personnel, equipment and materials to construct an entry area for drilling operations and exit area for drilling operations as shown on the drawings. Contractor shall maintain safe working conditions; ensure stability of the entry, exit, settlement and containment pits; and shall minimize loosening, deterioration and disturbance of the surrounding ground. A. Rig Side of Crossing: The contractor shall set up his temporary work area in the staging areas shown on the drawings. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 8 The area shall be graded, fenced and surrounded by a containment berm built around the site. The berm shall consist of sand bags and shall be constructed such that all drilling mud and debris is contained within the bermed area. The site shall contain the horizontal directional drilling rig, drill pipe storage racks, water and slurry pumps, slurry mixing tank, cuttings separation equipment, primary settlement and containment pits, dry storage area for bentonite and crane. All pits shall be lined with heavy plastic sheeting with sealed joints to contain drilling muds and cuttings, and to minimize water infiltration. Hay bales shall be used to line the frontage area to minimize erosion and prevent foreign material from discharging into the surrounding areas. Contractor shall develop and submit a drilling mud control plan to engineer for approval as to how the contractor will contain and drain or pump drilling spoils from the pipe entry point for disposal or reuse. The site shall be restored to finish grade as shown the on the design drawings at the completion of the work. B. Exit/Pipe Side of Crossing: Contractor shall not allow the uncontrolled drainage or runoff of drilling mud (slurry or bentonite etc.) to the vicinity of the pipe side exit. Contractor shall develop and submit a drilling mud control plan to engineer for approval as to how the contractor will contain and drain or pump drilling spoils from the pipe exit point for disposal or reuse. Collection, transport and disposal of all drilling mud and spoils shall be provided by contractor whether retrieved at the drill side, pipe side, or location of any inadvertent returns and shall be completed in a manner submitted for review and after approval of the engineer. Drilling mud and spoils shall apply be disposed of in a legal manner complying with the laws and regulations governing such disposal. Pipe string shall be laid out as shown on sheet 10 of the plans or as otherwise approved. The pipe string shall be supported off the ground on rollers or on some other non-abrasive surface such as sand bags. Pipe gouges or scrapes exceeding 0.1 inches in depth in the pipe shall be subject to removal from the pipe string at no additional expense to the owner. 3.02 HORIZONTAL DIRECTIONAL DRILLING A. Directional Drilling Alignment and Profile: The plan and profile for the horizontal directional drilling operation shall be in accordance with the contract drawings, unless otherwise approved by the Engineer. Contractor may submit an alternate alignment profile for consideration by the Engineer. The proposed profile must stay within the specified right of way, maintain minimum ground cover to ensure no drilling fluid breakout, maintain a minimum vertical depth beneath the terrain as shown on the contract drawings. B. Drill Entrance and Exit Angle: The ground entry points near Vermarine Court and Chorlito Street shall be at such an angle to allow excavation and continuation of the pipeline with a minimum cover of 5-feet. Contractor may submit alternative entry method and location for review and approval by Engineer. C. Pilot Hole: The pilot hole drilling operations will begin adjacent to Vermarine Court and the LCM3 Lift Station. A smoothly curved pilot hole shall follow the designated centerline of the pipe profiles as shown on the contract drawings. The directional tolerance for each of the holes will be as follows: 1. Vertical Tolerances: Plus or minus six (6) inches from the invert elevation of the polyethylene product pipe, as shown on the contract drawings. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 - 9 2. Horizontal Tolerances: Plus or minus two (2) feet from the centerline of the polyethylene product pipe, as shown on the contract drawings. 3. Curve Radius: Curves shall be drilled at a radius equal to or less than that shown on the plan and profile drawings. The drilled radius shall be calculated over any three joint segments. At no point in the drilled profile shall the radius of curvature be less than 400 ft. The minimum above ground radius of curvature shall not be less than 50 feet. 4. Entry Point Location: The pilot hole shall enter the ground from the drive pit, as shown on the contract drawings. 5. Accuracy of Exit Point/Drill Target: The exit point shall fall within the excavated trench area or receiving pit, as shown on the drawings. 6. Drill Size: For the La Golondrina route, the horizontal directional drill is specified to have a minimum of 23,300 pounds of rig pull back capacity and 5,000 ft-lb. of drill head torque. For the La Costa route, the horizontal directional drill is specified to have a minimum of 17,000 pounds of rig pull back capacity and 5,000 ft-lb. of drill head torque. D. Instrumentation: The Contractor shall provide down-hole wireline magnetic steering equipment for this project with the ability to track pitch, roll, depth, and azimuth information for real time monitoring, tracking and surveying of the drill head. An above ground magnetic grid tracking system shall also be used to verify the down-hole survey at minimum intervals equal to the length of one drill string segment. Note that the magnetic grid shall be laid out in the existing street right of ways, private lots, open space lots and City properties and that set backs equal to depth are not always available. Engineer shall have access to these instruments, readings and written output at all times. Surveyed as- built plan and profile shall be provided to the Owner as part of the work. Contractor shall provide all conventional ground surveying required to define the above ground projected drill path and depth to required profile. E. Reaming Operations: Reaming operations to the required hole sizes shall be submitted by the Contractor to the Engineer for review and approval prior to initiation of construction. Contractor shall supply to Engineer an estimate of drilling fluids to be utilized for each reaming cycle. F. Subsidence and Heave Control And Monitoring: The Contractor shall conduct all operations in such a manner as to avoid subsidence and heave. The Contractor shall submit a Subsidence and Heave Control and Monitoring Plan for the review and approval of the Engineer. 3.03 ENVIRONMENTAL REQUIREMENTS The Horizontal Directional Drilling operation will be a closed system to eliminate the discharge of water, drilling mud and/or cuttings to all land areas involved in the construction process. Contractor shall provide equipment and procedures to maximize the recirculation of drilling mud and to minimize waste. Contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. Waste cuttings and drilling mud shall be dewatered and dried by Contractor to the extent necessary for disposal in offsite, legal land fills acceptable to the Engineer. Water from the dewatering process shall be treated by Contractor to result in 100 percent of solids passing a No. 100 sieve with subsequent discharge of the water to the City of Carlsbad sewer. Contractor shall sample and test the cuttings and water for disposal daily, or more often if required by the Engineer due to failed tests. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 -10 "Blow holes" or "breakouts" of drilling fluid to the surface must be cleaned up immediately and the surface area washed and returned to original condition. All drilling fluids, spoils and separated material will be disposed of in compliance of local environmental regulations. If the amount of surface returns exceeds which can be contained and collected using small sumps, drilling operations shall be discontinued until surface return volumes can be brought under control. Equipment and materials for cleanup and contingencies shall be provided by Contractor and stored at the rig side of the crossing. Construction-related activities involving fuels and lubricants such as vehicle refueling and equipment maintenance, including the draining and pumping of lubricants shall be conducted at sufficient distance from the water channel to eliminate contamination in case of a spill. Any fuels or lubricants spilled shall be cleaned up immediately to the satisfaction of the Engineer. Immediately upon completion of work, all rubbish and debris shall be removed from the job site. All construction equipment and implements of service shall be removed and the entire area involved shall be left in a neat, clean, and acceptable condition. 3.04 PIPELINE ASSEMBLY AND INSTALLATION The Contractor shall supply all necessary materials, equipment, and services to perform the pipeline assembly and installation. A. Pipe Handling and Storage: All pipe and fittings shall be prepared for standard commercial shipment. Care shall be taken during shipment, delivery, and storage to prevent cuts, scratches, and other damage. All piping used on the project shall be delivered to the jobsite in good condition free from cuts and scrapes, and gouges. The pipe shall be supported on wooden skids or racks and shall be restrained from significant or damaging movement during shipment. All piping used on the project shall be lifted using fabric slings of sufficient strength and width to safely pick up the pipe without strap failure and without causing scrapes or cuts damage to the pipe. Lifting with cable or chain shall not be allowed. Lifting one end of the pipe and dragging the pipe into position shall not be allowed. The pipe shall at all times including installation be protected from impact and abrasion. Pipe shall be stored on supports and rollers as appropriate during conduct of the work to prevent damage. A temporary pipe storage site shall be determined by the Contractor and approved by the Engineer. The Contractor shall provide the necessary skids and padding to protect pipe, and prevent the pipe from contacting the ground. The Contractor shall provide, assemble, and pretest the polyethylene pipe for installation in the drilled hole as specified on the Drawings. Contractor shall supply all necessary materials, equipment, and services to perform the pipeline assembly, pretest, and installation. B. Pipe Support and Rollers: Contractor shall provide adequate supports and rollers along the laydown space to support the HDPE product pipe during the installation. C. Testing of Product Pipe: After the HDPE product pipeline has been assembled, the Contractor shall perform an air pretest. The test pressure shall be 100 psi and this pressure shall be held for 8 hours. Contractor is responsible for providing an air compressor for this test. Pressure and temperature shall be monitored and recorded with certified instruments during the test. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 -11 A hydrostatic pretest may be conducted in lieu of the air pretest at the Contractor's option. However, the Contractor shall be responsible for providing water to the site and disposal of the test water after testing. Water and sewer may not be available in the immediate vicinity of the exit/pipe side. D. Final Hydrostatic Test: After the product pipe has been installed, the Contractor shall perform a final hydrostatic test of the completed pipeline. The test pressure shall be 50 psi at the highest elevation of the installed HDPE pipe and this pressure shall be held for three hours. Contractor is responsible for providing water for the test. Pressure and temperature shall be monitored and recorded with certified instruments during the test. 1. Clean water shall be used for testing the installed HDPE pipe. The test section shall be completely filled with water. Vent the line as necessary during filling. Trapped air shall be bled off. 2. Conduct an initial pipe expansion test phase by slowly pressurizing the pipe to the test pressure and adding enough water once per hour for three hours to return to test pressure. 3. Conduct the test phase immediately following the pipe expansion test phase. The test phase shall be conducted for three hours. The test section shall be returned to test pressure by adding a measured amount of liquid. If the amount of makeup liquid does not exceed 16 US Gallons per 100 feet of tested pipeline, then the HDPE pipeline passes the test phase subject to the final judgment of the Engineer. Significantly less makeup is anticipated to be required for the installed HDPE pipeline due to the relatively constant temperature of the installed pipeline. 4. If for any reason, the combined expansion and test phase of the hydrostatic test exceed eight (8) hours total, the pipe shall be de-pressurized and the test cycle shall not be commenced again for at least an additional eight (8) hours. E. Welding of Product Pipe: The HDPE product pipe shall be joined together using thermal butt-fusion according to ASTM D-2657. The Contractor's Welder of plastic pipe must possess the skill, knowledge, and formal training by a qualified instructor to consistently produce high quality thermal butt-fusion j oints as identified in ASTM D-265 7. Contractor's welders must utilize care in the heating operation to prevent damage to the plastic material from overheating or having the material not sufficiently heated to assure a sound joint. The welding procedures, equipment, monitoring, and testing shall be in accordance with the HDPE manufacturer's recommendations, which shall have been submitted for review and approval as part of the submittal process required above in Part 1 of this specification. After welding process, all interior weld beads shall be trimmed flush to pipe. Contractor shall supply written certification that the designated on-site Welder is able to produce thermal butt-fusion joints according to ASTM D-2657. Certification shall be current, required and checked at the time of welding. The pipeline interior shall be debeaded at all weld points. Debeading shall be included in the cost for welding of the HDPE pipe. All joints shall be visually inspected and compared to standards for good joints for this type of pipe. The Engineer shall have final authority to accept or reject the welds in accordance with reasonable judgment and standards of care. City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 -12 F. Pipeline Installation: During the pipeline installation and pullback operation, the Contractor shall monitor the pipe roller system and use of sideboom equipment to control damage to the pipes. Contractor shall cease installation operations if damage to the pipes or coating occurs. Damage to the pipes may require removal of damaged portions of the pipeline and rewelding, as necessary. Pulling operations may not resume until the pipe is repaired. 3.05 SITE RESTORATION/DEMOBILIZATION A. Immediately upon completion of work of this Section, all rubbish and debris shall be removed from the job site. All construction equipment and implements of service shall be removed and the entire area involved shall be left in a neat, clean and acceptable condition. The HDD Subcontractor shall restore the general work areas, right-of-way and all other construction areas shall be graded to their original contours or as shown on the project plans. Contractor shall repair all paved and graveled subgrades and surfaces, removed or disturbed during construction. B. "Blow holes" or "breakouts" of drilling fluid to the surface must be cleaned up immediately and the surface area washed and returned to original condition. All drilling fluids, spoils and separated material will be disposed of in compliance with federal and local environmental regulations. END OF SECTION 15075 City of Carlsbad, Public Works La Golondrina and El Fuerte Street HDD Sewer Extensions Horizontal Directional Drilling 3951 & 5500 October 2009 15075 -13 SECTION 15150 HIGH DENSITY POLYETHYLENE PIPE PART 1- 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 10-inches in diameter and larger. This specification covers the requirements of high density polyethylene gravity sewer pipe and fittings in nominal sizes of 10-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 24" 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, Public Works La Golondrina & El Fuerte St. HDD Sewer Extensions High Density Polyethylene Pipe 3951 & 5500 October 2009 15150 -1 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 grey in color, 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 City of Carlsbad, Public Works La Golondrina & El Fuerte St. HDD Sewer Extensions High Density Polyethylene Pipe 3951 & 5500 October 2009 15150-2 average inside diameter of the specific size and DR of the HDPE. Stiffeners shall be by JCM Industries or pre-approved equal. PART3-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. 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 V* 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. Other: The welding procedures, equipment, monitoring, and testing shall be in accordance with the HDPE manufacturer's recommendations, which shall have been submitted for review and approval as part of the submittal process required above in Part 1 of this specification. After welding process, all interior weld beads shall be trimmed flush to pipe (debeaded). Debeading shall be included in the cost for welding of the HDPE pipe. Socket fusion, hot gas fusion, threading, solvents, and epoxies may not be used to join HDPE pipe. D. 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. City of Carlsbad, Public Works La Golondrina & El Fuerte St. HDD Sewer Extensions High Density Polyethylene Pipe 3951 & 5500 October 2009 15150-3 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. 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 n, or Class HI 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 n 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 HAUNCfflNG AND INITIAL BACKFHX Haunching and initial backfill shall be as specified in ASTM D2774 and/or ASTM D2321, Section 5, Table 2 using Class I, Class n or Class in materials. Materials and compaction shall be specified by the Engineer. END OF SECTION City of Carlsbad, Public Works La Golondrina & El Fuerte St. HDD Sewer Extensions High Density Polyethylene Pipe 3951 & 5500 October 2009 15150-4 APPENDIX A CITY OF CARLSBAD STANDARD DRAWINGS LIMIT OF GRIND 1-FT. MIN. SAWCUT LINE TYPICAL VARIES TRENCH WIDTH PER PLAN OR CITY STANDARD 1-FT.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): a. 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 Re^d^T.J^tiMfrmi/; 7//o/*>8 CITY ENGINE^ ^ DATE SUPPLEMENTAL po OC STANDARD NO. V3O-ZO STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. S4. 12" WIDE X 6 PAVEMENT OR FINISH GRADE. 12" CLASS 560-C-3250 CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). RINGS AS REQUIRED. MAX.=11", M!IN.=5". TOP=2-2 1/2 RINGS. VARIABLE JOINT DETAILS SEE DWG S1A MIN. SLOPE WIDTH SHALL EQUAL 3/4" PIPE DIA. ^ h»-4" MIN. SECTION A-A POUR BASE AGAINST 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 REV.APPROVED DATE CITY OF CARLSBAD STANDARD SEWER MANHOLE CITY ENGINEER SUPPLEMENTAL STANDARD NO. DATE S- STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. 12" WIDE X 6' CONCRETE COLLAR, CLASS 560-C-3250 WITH y ASPHALT CONCRETE OVERLAY (TYPICAL). M.IN. SLOPE 1" PER FT. WIDTH SHALL EQUAL INSIDE OIA OF PIPE. VARIABLE RINGS AS REQUIRED. MAX.=11", MIN.=5", TOP=2-2 1/2' RINGS. SECTION A-A NOTES: 3/4* PIPE DIA. MANHOLE PROFILE -PVC PIPE POUR BASE AGAINST 6-INCHES OF CRUSHED ROCK BASE PVC LIMING BUTrV RUBBER MANHOLE CHANNEL PLAN PLASTIC MANHOLE COUPLING RUBBERGASKET FILL WITH NON SHRINI GROUT MANHOLE, ^_ PVC P,PE SECTION A-A CLASS C TYPE FIELD MORTAR 2:1 MASONRY SAND/ PLASTIC CEMENT CLAY PANEL JOINT DETAIL ALL CONCRETE TO CONCRETE JOINTS SHALL BE NOTCHED INSTALL 1" WELD STRIPS WHERE T-LOCK ISWELDED; I.E., TOP OF CHANNEL, SHAFT TOSHELF, TURtf BACK TO PIPE FACE, CORNERS.ETC. PVC TURN BACK ON PVC PIPING SHALL 8E AMINIMUM OF 6". PVC TURN BACK SHALL BE HELD TIGHT TO PVC PIPING BY 1/2" STEEt BAND WITHCONTACT CEMENT ADHESIVE APPLIED TO BOTH SURFACES. NO FLAT SHEET PVC SHALL BE USED. FORM IN 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 I" WELD STRIPS, COMPLETE CONCRETE CHANNEL SHALL BECONSTRUCTED WITH FORMS AND ALL BUT THE LOWER 90' SHALL BE T-LOCK LINED. 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 EtTHERFORMED, SANDBAGGED OR POURED AGAINSTUNDISTURBED EARTH. MANHOLE SHELVES TO BE SLOPED 1"FOOT TO CHANNEL.PER WRAP MANHOLE JOINTS BELOW WATER TABLEWITH BENTONITE GEOTEXTILE WATERPROOFINGSYSTEM, VOLCLAY VOLTEX OR APPROVEDEQUAL. ALL LINER JOINTS SHALL BE HEAT WELDEDBY WELDERS CERTIFIED BY THE PVCMANUFACTURER. LINER WILL BE SPARKTESTED AT 20,000 VOLTS MIN. F.POXY COATING SYSTEM MAY BE USED INLIEU OF PVC LINING FOR THE SHELF ANDCHANNEL OF THE MANHOLE. COATING SYSTEM SHALL BE APPROVED BY CITY ENGINEER ANDBJECT TO SPECIAL INSSUBJTO SPECIAL INSPECTION. PIPE TO MANHOLE CONNECTION DETAIL NOT TO SCALE REV.APPROVED DATE CITY OF CARLSBAD PVC LINED MANHOLE .Je CITY ENGINEF.V DATE SUPPLEMENTAL O I A STANDARD NO. O~IA ;TANDARD CAST IRON MANHOLE CLEANOUT COVER DETAIL SEE DWG S-6. MODIFIED WITH SBF 1243 VALVE BOX •RAME & COVER - SEE DWG, NO. S4. 12" WIDE THICK CLASS 560-C-3250 CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). ADJUSTING RINGS AS GRADE REQUIRED. MAX=1T. MIN.=5", TOP 5"'=2-2 1/2" RJNG5. JOINT DETAIL SET DWG S1A MINL SLOPE 1/4n""PER F INVERT WIDTH SHALL EQUAL INSIDE DIA OF PIPE. DEPTH=M1N. VARIABLE SECTION A-A 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. POUR gASE AGAINST 6-INCHES OF 3/4" CRUSHED ROCK BASE. 3/4" PIPE DIA. SECTION C-C STANDARD CROSS BRANCH SPIGOT END TO BE CUT OFF FLUSH WITH SURI-ACL. JOINT WITH CROSS BRANCH AND FIRST SECTION Of PIPE TO BE JOINED PRIOR TO INSTALLATION IN MANHOLE. TWO 3/8"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. 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 REV.APPROVED DATE CITY OF CARLSBAD DROP MANHOLE CITY ENGINEER SUPPLEMENTAL STANDARD NO. f) ~£ 12" WIDE X 6" THICK CLASS 560-C-3250 CONCRETE COLLAR WITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). PAVEMENT OR FINISH GRADE. SECTION i 1 STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. 54. CEMENT IN PLACE WITH 1:2 MIX CEMENT MORTAR (TYPICAL). A-A 2"MIN. B 4 MIN. POUR BASE AGAINST 6-INCHES OF 3/4" OF CRUSHED ROCK BASE. SET CONE IN A THICK BED OF 1:2 MIX CEMENT MORTAR B 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. A WIDTH SHALL EQUAL NOTES: GRADE S MIN. 3/4" PIPE DIA.' ALL CAST IN PLACE CONCRETE SHALL BE TYPE560-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 CITY ENGINl SUPPLEMENTAL STANDARD NO. DATE S-3 HALF PLAN FRAME & COVER INNER COVER TOP SIDE INNER COVER SEE DETAIL 12 RIBS 1 5/8" ,, 1/8M 39 3/4"D<•»— • 38 5/8"D 24"D 24"D , S/8"d- b/4Ti 1 3/8"MIN. 1 5/8"MIN. 3" 36"D 11/2' 1/4" C^iAMIFER_l 26"D 26j7|"5. j! jj. lpJ/4' 1/8"BOTTOM SIDE HALF SECTION FRAME & COVER 1/4' 3/4" TYP. 5 RIBS NOTES: WEIGHTS: INNER COVER OUTER COVER FRAME =155 IBS. =300 LBS. =330 LBS. MATERIAL: CAST IRON. MACHINE SEATS TO PREVENT NOISE. FILLET RADII TO BE 12". IMPORTED COVERS AND FRAMES SHALL HAVE CON TRY Of ORIGIN MARKING IN COMPIANCE WITH FEDERAL REGULATIONS. 1/4 SECTION A-A REV.APPROVED DATE CITY OF CARLSBAD MANHOLE FRAME & COVER CITY ENGINE . )«L^wir, 1//C/ E^ " DATE SUPPLEMENTAL Q / STANDARD NO. O~H TYPICAL TRENCH SECTION WITH DIMENSIONS AND COMPACTION ZONES TRENCH ZONE MAX. ALLOWABLE SLOPE OF EXCAVATION PER REQUIREMENTS OF CAL/OSHA. 7 OR 1" MIN. BENEATH BELL. WHICHEVER IS GREATER.P.V.C. PIPE PIPE ZONE NOTES: PERCENTAGES SHOWN EQUAt MINIMUM RELATIVE COMPACTION. 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. 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.3/4" CRUSHED ROCK REV.APPROVED DATE CITY OF CARLSBAD PIPE BEDDING AND TRENCH BACKFILL FOR SEWERS CITY ENGINS SUPPLEMENTAL STANDARD MO. DATE S-5 12" CAST, IRON GATE CAP PER DETAIL HEREON. ALHAMBRA FOUNDRY #29612 CAST IRON BOX/LID MARKED SEWER # SEWER CLEAN-OUT RISERS TO BE FITTED WITH MALE . SCREW IN PLUG. n (>" WIN. §3r2= T^m—"""*^ GLUED TOP OF PAVEMENT 18 MIN. 12" WIDE X 6" THICK CLASS 560-C-3250 CONCRETE COLLARWITH 3" ASPHALT CONCRETE OVERLAY (TYPICAL). GLUED 12" P.VC. PIPE. BACKFILL BEDDING TOP OF V8 BEND. SEE DWG. S8 FOR BEDDING DETAIL NOTES: 1. 7' 3' GATE CAP SHALL BE LABELED SEWER. CLEANOUTS MAY BE USED WITH P.V.C. SEWER MAIN. RISER SHALL BE SAME DIAMETER AS SEWERMAIN. GATE CAP (HEAVY DUTY) U-</r 11 1/2" REV.APPROVED DATE CITY OF CARLSBAD SEWER MAIN CLEANOUT feM-T CITY ENGIN : y^r* V T//O/PI HER " DATE SUPPLEMENTAL STANDARD NO. n / O~"0 CLEAN-OUTS IN YARD TO BE COVERED WITH 10 PLASTIC COVER BY CARSON PART NO- 910 O.A.E. 5* MINI. 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 WIIB MALt SCKLW 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). FOR BEDDING AND TRENCH COMPACTION SEE DWG. NO. 55 STAMP CURB FACE "SS" RISER PLUG PLAN VIEW NOTES: 1. THE LATERAL SHALL BE BEDDED THE SAME AS THE MAIN LINE SEWER. 2. IN NO CASE SHALL A LATERAL CONNECT TO THE SEWER MAIN DIRECTLY ON TOP OF THE PIPE. 2. SEWER LATERALS SHALL HAVE A 2X MINIMUM SLOPE. ALL JOINTS ON SEWER LATERAL PIPE SHALL BE 4. COMPRESSION TYPE OR APPROVED SOLVENT WELD. FACE 5. AS-BUILT SEWER LATERAL LOCATIONS SHALL BE FURNISHED TO THE CITY INSPECTOR ON FORMS PROVIDED PRIOR TO FINAL APPROVAL OF WORK. 6- ALL LATERAL TRENCHES TO PROPERTY LINE AND SEWER MAIN TRENCHES TO BE COMPACTED PER S5. 7- CLEAN-OUT TO BE ADJUSTED TO GRADE AFTER FINAL FINISH GRADING. 8. FOR BACKFILL AROUND CLEANOUT RISER SEE DWG. S-5, NOTE 3- 9- 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) WW»« CITY ENGINEER DATE SUPPLEMENTAL STANDARD NO.S-7 ELEVATION VARIABLE - 12' MINIMUM OR AS DIRECTED BY WATER DISTRICT. 1/8 BEND. 6" MINIMUM COVER AROUND LATERAL. TOP or PIPE.NOTES: BELL. FOR BEDDING AND TRENCH COMPACTION SEE DWG. NO. S5. 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. MAINTENANCE OF SEWER LATERAL FROM MAIN TO BUILDING IS THE RESPONSIBILITY OF THE OWNER. SEE DWG. NO. S7 FOR CONTINUATION OF SEWER LATERAL TO PROPERTY LINE, PLAN VIEW REV.APPROVED DATE CITY OF CARLSBAD SEWER LATERAL (DEEP CUT HOUSE CONNECTION) CITY ENGINE DATE SUPPLEMENTAL STANDARD NO.S-8 •1/4" BEVEl STANDARD CAST IRON MANHOLE FRAME & COVER - SEE DWG. NO. 54 SEE DWG. NO. S1 AND S1A NOT TO SCALE ITEM DESCRIPTION SPEC/DWG OR PRESSURE TREATED DOUGLASTlR (S4ST REV.APPROVED DATE CITY OF CARLSBAD MANHOLE MARKER POST CITY ENGINI DATE SUPPLEMENTAL r> A STANDARD NO. O" 7 APPENDIX B GEOTECHNICAL REPORT REPORT OF GEOTECHNICAL INVESTIGATION THE LA GOLONDRINA AND LA COSTA MEADOWS SEWER EXTENSIONS Submitted to: DUDEK & ASSOCIATES, INC. 750 Second Street Encinitas, CA 92024 By: ALLIED GEOTECHNICAL ENGINEERS, INC. 9500 Cuyamaca Street, Suite 102 Santee, California 92071-2685 November 14, 2007 Allied Geotechnical Engineers, Inc. Mr. Russ Bergholz, P.E. Senior Project Manager Dudek & Associates, Inc. 750 Second Street Encinitas, CA 92024 November 14,2007 Subject: REPORT OF GEOTECHNICAL INVESTIGATION The La Golondrina and La Costa Meadows Sewer Extensions City of Carlsbad Project Nos. CP 5500 & 3951 AGE Project No. 20B5 Dear Mr. Bergholz: Allied Geotechnical Engineers, Inc. is pleased to submit the accompanying report to present the findings, opinions, and recommendations of a geotechnical investigation that was performed for final design of the above-mentioned subject project. We appreciate the opportunity to be of service on this interesting project. If you have any questions regarding the contents of this report or need further assistance, please give us a call. Sincerely, ALLIED GEOTECHNICAL ENGINEERS, INC. Sani Sutanto, P.E. Senior Project Engineer SS/TJL:sem Distr. (5) Addressee C.E.G. Manager 950f! Oiyamaoa Street, Suite 102 a Santee, California 92071-2685 Phone 619.449,5900 Fax 619.449.5902 Project No. 20B5 November 14,2007 Pagei REPORT OF GEOTECHNICAL INVESTIGATION LA GOLONDRINA AND LA COSTA MEADOWS SEWER EXTENSIONS CITY OF CARLSBAD TABLE OF CONTENTS Page No. 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION 2 3.0 OBJECTIVE AND SCOPE OF INVESTIGATION 3 3.1 Information Review 3 3.2 Geotechnical Field Exploration 3 3.3 Geotechnical Laboratory Testing 4 4.0 GENERAL SITE CONDITIONS 5 5.0 SUBSURFACE CONDITIONS 6 5.1 Geologic Units 6 5.1.1 Fill Materials 6 5.1.2 Santiago Formation 7 5.1.3 Santiago Peak Volcanics 7 5.2 Groundwater 8 Project No. 20B5 November 14,2007 Pageii TABLE OF CONTENTS (Continued) Page No. 6.0 DISCUSSIONS, OPINIONS, AND RECOMMENDATIONS 9 6.1 Potential Geologic Hazards 9 6.1.1 Faulting and Seismicity 9 6.1.2 Soil Liquefection 10 6.1.3 Landslides 10 6.2 Cut-and-Cover Construction 10 6.2.1 Soil and Excavation Characteristics 11 6.2.2 Pipe Loads and Settlement 12 6.2.3 TrenchBackfill 12 6.2.4 Placement and Compaction of Backfill 14 6.3 Buried Structures 15 6.3.1 Placement and Compaction of Backfill 16 6.3.2 Foundations 16 6.3.3 Walls Below Grade 17 6.4 Horizontal Directional Drilling 18 6.5 Soil Corrosivity 18 7.0 CONSTRUCTION-RELATED CONSIDERATIONS 19 7.1 Temporary Shoring 19 7.1.1 Settlement 19 7.1.2 Lateral Earth Pressures 20 7.1.3 Lateral Bearing Capacity 20 7.2 Construction Dewatering 21 7.3 Environmental Considerations 21 8.0 GENERAL CONDITIONS 22 8.1 Post-Investigation Services 22 8.2 Uncertainties and Limitations 22 9.0 REFERENCES 24 Project No. 20B5 November 14,2007 Pageiii TABLE OF CONTENTS (Continued) Figures Figure 1 Figures 2 & 3 Figure 4 Figure 5 Figure 6 Figure 7 Location Map Site Plans Lateral Pressures for Cantilever Walls Lateral Pressures for Restrained Walls Foundation-Induced Wall Pressures Traffic and Surcharge Pressures Appendices Appendix A Appendix B Field Exploration Program Laboratory Testing SECTION ONE INTRODUCTION 1.0 INTRODUCTION Allied Geotechnical Engineers, Inc. is pleased to submit this report to present the findings, opinions, and recommendations of a geotechnical investigation conducted for the design of the City of Carlsbad (City) La Golondrina and La Costa Meadows Sewer Extension project. The investigation was performed in general conformance with the authorized scope of work as outlined in the Subconsultant Agreement between Dudek & Associates, Inc. (Dudek) and Allied Geotechnical Engineers, Inc. (AGE), dated December 13,2006. This report has been prepared for the exclusive use of Dudek and the City in their design of the project as described herein. The information presented in this report is not sufficient for any other uses or the purposes of other parties. Project No. 20B5 November 14, 2007 Page 1 of 24 SECTION TWO PROJECT DESCRIPTION 2.0 PROJECT DESCRIPTION The project alignment is located in the La Costa area of Carlsbad , California (see Location Map, Figure 1). The scope of the proposed project involves the design and construction of two 8-inch diameter HDPE sewer pipelines with a combined length of approximately 1,500 feet. The first project alignment starts from the connection to an existing 8-inch diameter sewer on La Golondrina Street, approximately 120 feet west of the intersection with El Pato Court, and extends in a westerly direction along La Golondrina Street to the cul-de-sac. From this location the project alignment then continues in a southwesterly direction in an approximately 12-foot wide easement between two houses located at 2503 and 2505 La Golondrina Street. The alignment then traverses a steep hillside and connects with an existing 8-inch diameter sewer pipeline that is located off the Vermarine Court cul-de-sac. The second project alignment starts at the west side of the Leucadia Wastewater District's Meadow Lift Station site located on Chorlito Street, and extends in a westerly direction across a steep hillside to connect with an existing 8-inch sewer pipeline in El Fuerte Street. It is our understanding that construction of the pipeline will be performed using a combination of conventional open cut and horizontal direction drilling (HDD) methods. We understand that HDD will be used to install an approximately 600-foot long segment of the new pipeline alignment between La Golondrina Street and Vermarine Court and a 550-foot long segment between the lift station site and the existing drainage easement located on the east side of El Fuerte Street. Project No. 20B5 November 14, 2007 Page 2 of 24 SECTION THREE OBJECTIVE AND SCOPE OF INVESTIGATION 3.0 OBJECTIVE AND SCOPE OF INVESTIGATION The objectives of this investigation were to characterize the subsurface conditions along the project alignments and to develop geotechnical recommendations for use in the design of the project as currently proposed. The scope of our investigation included several tasks which are described in more detail in the following sections. 3.1 Information Review This task involved a review of readily available information pertaining to the project site, including published geologic literature and maps, topographic maps, and the preliminary plans prepared by Dudek. 3.2 Geotechnical Field Exploration The field exploration program for this project was performed on October 17 and 18,2007. Three hollow-stem auger borings were performed on the first day on La Golondrina Street, Vermarine Court and at the lift station site. An additional three hollow-stem auger borings were performed the next day on the hillside located east of El Fuerte Street using a Limited Access Rig (LAR). The borings were extended to a depth on the order of 20 feet below the existing ground surface (bgs) at the approximate locations shown on Figures 2 and 3. Project No. 20B5 November 14,2007 Page 3 of 24 SECTION THREE OBJECTIVE AND SCOPE OF INVESTIGATION Prior to commencement of the drilling operations, a site reconnaissance visit was performed to observe existing conditions and to select suitable locations for the exploratory borings. Subsequently, Underground Service Alert (USA) was contacted to coordinate clearance of the proposed boring locations with respect to existing buried utilities. In addition, boring permit waivers were obtained from the County of San Diego, and encroachment and traffic control permits were obtained from the City of Carlsbad. A more detailed description of the field exploration activities and logs of the borings are presented in Appendix A. 3.3 Laboratory Testing Selected soil samples obtained from the soil borings were tested in the laboratory to verify field classifications and evaluate certain engineering characteristics. The geotechnical laboratory tests were performed in general conformance with the American Society for Testing and Materials (ASTM) or other generally accepted testing procedures. The laboratory tests performed for this investigation included: in-place moisture content and unit dry weight, sieve analysis, compaction, direct shear, and consolidation. A description of the tests that were performed and the final test results are presented in Appendix B. In addition, representative soil samples were collected for analytical laboratory testing to determine soil pH, resistivity, and soluble sulfate and chloride concentrations. Copies of the analytical laboratory test results are also included in Appendix B. Project No. 20B5 November 14,2007 Page 4 of24 SECTION FOUR SITE CONDITIONS 4.0 GENERAL SITE CONDITIONS The project alignments are located within the right-of-way of La Golondrina Street and along City- owned easements where they traverse the hillsides. The majority of the alignments are located on hillside terrain where the ground elevations vary from +228 feet to +342 feet above Mean Sea Level Datum (MSL). The surrounding areas are mostly developed with single family residential subdivisions. Based on the information gathered from our utility clearance efforts, we understand that buried utilities within the limits of the project area include water supply, sewer, and natural gas pipelines, and telephone, television, and electrical conduits. Project No. 20B5 November 14,2007 Page 5 of24 SECTION FIVE SUBSURFACE CONDITIONS 5.0 SUBSURFACE CONDITIONS 5.1 Geologic Units Based on their origin and compositional characteristics, the soil types encountered in the exploratory borings can be categorized into three geologic units. A brief description of each unit (in order of increasing age) is presented below. 5.1.1 Fill Materials Fill materials were encountered to approximate depths of 3 to 5 feet bgs in borings B-3 and B-4, and as much as 13 to 14 feet bgs in boring B-2. The fill materials encountered in these borings consist of variable amounts of silt, clay and sand with occasional small rocks. Placement of the fill materials appear to be associated with roadway construction and filling of former low-lying areas, gulleys or tributary drainage courses. Fill materials can be expected to occur along other portions of the project alignment and may be anticipated to vary greatly in extent (both laterally and vertically), consistency, and composition. Project No. 20B5 November 14,2007 Page 6 of 24 SECTION FIVE SUBSURFACE CONDITIONS 5.1.2 Santiago Formation The Santiago Formation is mapped throughout the project area. This formation is composed of a sequence of siltstones, sandstones, and claystone of middle to late Eocene age. Formational units of the Santiago Formation were encountered beneath the fill materials in borings B-2, B-3 and B-4. This formation was also encountered from the ground surface to the maximum depth explored in boring B-l and B-5, and extending to an approximate depth of 9 to 10 feet in boring B-6. The formational soil materials encountered in the borings consists primarily of a poorly indurated silty sand with interbedded sandy silt and silty clay. The color of the soil materials varies from light grayish-white with orange-brown staining to lighter shades of brown, yellowish-brown, and reddish to orange brown. 5.1.5 Santiago Peak Volcanics The Santiago Peak Volcanics of Jurrasic age is the primary bedrock unit underlying the project area, and is mapped in the hillsides to the south of the project alignments. This geologic unit is composed of metamorphosed volcanic and volcaniclastic rocks that are moderately to deeply weathered and fractured where it is exposed in rock outcrops. Weathered metavolcanic rocks were encountered beneath the Santiago Formation and extending to the maximum depth of exploration in borings B-3, B-4 and B-6. The metavolcanic rock materials encountered in these borings consist of a light to dark gray siltstone and sandstone. Project No. 20B5 November 14, 2007 Page 7 of 24 SECTION FIVE SUBSURFACE CONDITIONS 5.2 Groundwater Seepage was encountered in borings B-2 and B-4 at an approximate depth of 9 feet and 15 feet bgs, respectively. Based on our experience with similar site conditions, it is our opinion that the seepage observed in these two borings reflect perched water conditions at the interface between more permeable soil materials which are underlain by dense and less permeable materials. The depth (elevation) of the regional groundwater table beneath the project site is unknown but may be assumed to be in excess of 50 feet. Project No. 20B5 November 14, 2007 Page 8 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.0 DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.1 Potential Geologic Hazards 6.1.1 Faulting and Seismicitv A review of the published geologic maps indicate that the project site is not located astride or near any known (mapped) "active" or "potentially active" faults. Therefore, the potential for fault ground rupture hazard is considered insignificant. The closest major "active" fault to the site is the offshore extension of the Rose Canyon fault zone (RCFZ), located approximately 5 miles to the west. Regional active faults which pose a potential source of seismic risk to the project site include the offshore located Coronado Bank, San Diego Trough and San Clemente fault zones, and the faults that are located to the east in Imperial Valley which include the Elsinore, San Jacinto and San Andreas fault zones. The project area, however, will likely experience moderate to severe ground shaking in response to a large magnitude earthquake occurring on a local or distant (regional) active fault during the expected life span of the proposed project. For design purposes, we recommend that the RCFZ be considered as the most significant source of seismic shaking. Assuming a maximum credible earthquake (MCE) magnitude of 7 on the RCFZ, a peak horizontal ground acceleration on the order of 0.35g is estimated for the project site. Repeatable high ground accelerations for the maximum credible and probable earthquakes are estimated to be on the order of 0.25 and 0.20g, respectively. Project No. 20B5 November 14,2007 Page 9 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.1.2 Soil Liquefaction Seismically-induced soil liquefaction is a phenomenon in which loose to medium dense, saturated granular materials undergo matrix rearrangement, develop high pore water pressure, and lose shear strength due to cyclic ground vibrations induced by earthquakes or other means. The soD materials underlying the project site are considered to have a very low susceptibility to seismic-induced soil liquefaction. In our opinion, no special measures to mitigate soil liquefaction will be required for design of the project. 6.1.3 Landslides Although landslides have been mapped in areas underlain by claystone units of the Santiago Formation, our review of the published geologic maps indicate that the project alignments are not located on or below any known (mapped) ancient landslides (Tan, S.S. & Kennedy, M.P., 1996). 6.2 Cut-and-Cover Construction Since no changes to the existing ground surface along the cut-and-cover segment of the proposed pipeline alignment are planned, the net stress change in the underlying soils is considered negligible. Furthermore, the native soils at the proposed invert level along the pipeline alignment are expected to provide a stable trench bottom. In the event that loose or disturbed soils are encountered at the trench bottom, it is recommended that they be over-excavated and replaced with pipe bedding or other approved materials. Project No. 20B5 November 14,2007 Page 10 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.2.1 Soil and Excavation Characteristics The soil materials within the anticipated depths of the pipe trench excavation consists of man-made fill and weathered formational units which can generally be readily excavated with conventional heavy-duty construction equipment. The majority of the soil materials encountered in the borings are considered suitable for use as compacted trench backfill materials provided that they are free of biodegradable materials, trash, rocks or hard lumps greater than 4 inches in maximum dimension, hazardous substance contamination, or other deleterious debris. If the fill materials contain rocks or hard lumps, at least 70 percent (by weight) of its particles shall pass a U.S. Standard 3/4-inch sieve. Although not encountered within the borings, it must be noted that materials generated from excavations in the Santiago Peak Volcanics may contain variable amounts of gravels and cobble-sized rock clasts. If these materials are used as trench backfill, the contractor may need to employ selective screening methods to remove the large (in excess of 6 inches in maximum dimension) rock clasts prior to placement as compacted trench backfill. In addition, the Santiago Formation may contain clay-rich soil materials which possess moderate to high expansion potential. Expansive soil materials will require special handling and processing if they are used as trench backfill materials, including strict control of moisture content, mixing and breaking of oversized hard clay lumps, and placement and compaction in lifts not-to-exceed 6 inches in thickness. It is further recommended that no expansive soils be placed within the upper 3 feet of the subgrade directly below the pavement or as backfill around buried structures. Project No. 20B5 November 14, 2007 Page 11 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.2.2 Pipe Loads and Settlement Pipes should be designed for all loads applied by surrounding soils including dead load from soils, loads applied at the ground surface, uplift loads, and earthquake loads. Soil loading above the groundwater level may be estimated assuming a density of 130 pcf for the backfill materials. Where a pipe changes direction abruptly, resistance to thrust forces can be provided by means of thrust blocks. For design purposes, for the passive resistance against thrust blocks embedded in dense soil materials, an equivalent fluid density of 300 pcf may be used. Thrust blocks should be embedded a minimum of 3 feet beneath the ground surface. Buried flexible pipes are generally designed to limit deflections caused by applied loads. The deflections can be estimated using the Modified Spangler equation. A modulus of soil reaction, E', equal to 1,500 and 3,000 psi may be used to represent a minimum of 6 inches of compacted pipe bedding materials of low plasticity (LL < 50) with less than 12 percent fines passing the #200 standard sieve and crushed rock materials, respectively. 6.2.3 Trench Backfill Pipe Bedding Zone and Pipe Zone "Pipe Bedding Zone" is defined as the area below the bottom of the pipe and extending over the full trench width, and should be at least 6 inches thick in order to provide a uniform firm foundation material directly beneath the pipe. Project No. 20B5 November 14,2007 Page 12 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS The "Pipe Zone" is defined as the Mi width of a trench from the bottom of the pipe to a horizontal level about 6 inches above the top (crown) of the pipe. In order to provide uniform support and to minimize external loads, trench widths should be selected such that a minimum clear space of 6 inches is provided on each side of the pipe. During backfilling, it is recommended that the backfill materials be placed on each side of the pipe simultaneously to avoid unbalanced loads on the pipe. Backfill materials placed in the "Pipe Bedding Zone" and "Pipe Zone" should consist of clean, free draining sand or crushed rock. Sand should be free of clay, organic matter, and other deleterious materials and conform to the gradation shown in the following table. Percent Passing by Weight Sieve Size (percent) !/2 inch 100 #4 75-100 #16 35-75 #50 10-40 #200 0-10 Crushed rock should conform to Section 200-1.2 and 200-1.3 of the Standard Specifications for Public Works Construction (SSPWC) for 3/4-inch crushed rock gradation. It must be noted that, since the native soil materials do not meet these specifications, import backfill materials will be required for the "Pipe Bedding Zone" and "Pipe Zone". If crushed rock is to be used for pipe zone Project No. 20B5 November 14,2007 Page 13 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS and bedding backfill materials, we recommend that the rock materials be wrapped in geotextile filter fabric such as Mirafi 140N or equivalent. The purpose of the filter fabric is to prevent migration of finer grained materials from the backfill materials, and the sides and bottom of the trench into the rock bedding materials. Above Pipe Zone The "Above Pipe Zone" is defined as the full width of the trench from the top of the "Pipe Zone" to the finish grade or bottom of the pavement section. Backfill placed in this zone should have less than 40 percent passing the standard #200 sieve and not less than 70 percent passing the U.S. standard 3/4- inch sieve, and should not contain any organic debris, rocks or hard lumps greater than 6 inches, or other deleterious materials. 6.2.4 Placement and Compaction of Backfill Prior to placement, all backfill materials should be moisture-conditioned, spread and placed in lifts (layers) not-to-exceed 6 inches in loose (uncompacted) thickness, and uniformly compacted to at least 90 percent relative compaction. During backfilling, the soil moisture content should be maintained at or within 2 to 3 percent above the optimum moisture content of the backfill materials. It is recommended that the upper 24 inches directly beneath the roadway pavement and the base materials be compacted to at least 95 percent relative compaction. The maximum dry density and optimum moisture content of the backfill materials should be determined in the laboratory in accordance with the ASTM D1557-00 testing procedures. Project No. 20B5 November 14,2007 Page 14 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS Small hand-operated compacting equipment should be used for compaction of the backfill materials to an elevation of at least 4 feet above the top (crown) of the pipes. Flooding or jetting should not be used to densify the backfill. 6.3 Buried Structures It is recommended that any proposed buried structures be founded on firm native soils or approved compacted materials. In areas where loose or soft soils are encountered at the bottom of the box structure excavations, it is recommended that the loose/soft materials be removed and replaced with 3/4-inch crushed rock materials wrapped in geotextile fabric which meets or exceeds the specifications shown on the next page. Fabric Property Grab Tensile Strength Grab Tensile Elongation Burst Strength Trapezoid Tear Strength Puncture Strength Min. Certified Values 300 Ib 35% (MAX) 600 psi 120 Ib 130 Ib Test Method ASTMD4632 ASTM D 4632 ASTM D 3786 ASTM D 4533 ASTM D 4833 The actual extent of over-excavation of any loose/soft soil materials should be evaluated and determined in the field by the City's Resident Engineer. Project No. 20B5 November 14,2007 Page 15 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.3.1 Placement and Compaction of Backfill Placement and compaction of backfill materials around the buried structures should be performed in accordance with the recommendations presented in Section 6.2.4 of this report. 6.3.2 Foundations Bearing Capacity For design of the buried structures which are founded on firm native soils or uniformly compacted fill materials an allowable soil bearing capacity of 3,000 and 2,000 psf may be used, respectively. This allowable soil bearing value is for total dead and live loads, and may be increased by one third when considering seismic loads. Anticipated Settlement Under static condition, total settlement of the slab foundation is estimated to be less than 0.25 inch. Differential settlement between the center and the edge of the slab foundation is expected not to exceed 0.25 inch. No permanent deformation and/or post-construction settlement is anticipated, provided that backfill around the structures is properly compacted in accordance with the project specifications. Project No. 20B5 November 14,2007 Page 16 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS Resistance to Lateral Loads Resistance to lateral loads may be developed by a combination of friction acting at the base of the slab foundation and passive earth pressure developed against the sides of the foundations below grade. Passive pressure and friction may be used in combination, without reduction, in determining the total resistance to lateral loads. An allowable passive earth pressure of 300 psf per foot of foundation embedment below grade may be used for the sides of foundations pkced against competent native soils or properly compacted fill materials. The maximum recommended allowable passive pressure is 3,000 psf. A coefficient of friction of 0.4 may be used for foundation cast directly on competent native soils or approved compacted materials. 6.3.3 Walls Below Grade Lateral earth pressures for walls below grade for structures less than 48 inches in horizontal dimensions may be treated as a shaft structure. Walls below grade for structures larger than 48 inches in horizontal dimensions should be designed to resist the lateral earth pressures presented in Figures 3 and 4 provided that the wall backfill materials are properly pkced and compacted in conformance with the recommendations presented in this report. Surcharge and foundation loads occurring within a horizontal distance equal to the wall height should be added to the lateral pressures as presented in Figures 5 and 6. Project No. 20B5 November 14, 2007 Page 17 of 24 SECTION SIX DISCUSSIONS, OPINIONS AND RECOMMENDATIONS 6.4 Horizontal Directional Drilling It is our understanding that installation of certain segments of the project alignments are planned to be performed using Horizontal Directional Drilling (HDD) methods. The borings primarily encountered dense sandstones and stiff claystones of the Santiago Formation that are underlain by weathered and fractured metavolcanic rocks of the Santiago Peak Volcanics. These formational soil/rock materials do not contain large cobbles or boulders that may pose difficulties. Depending on the depth of the bore, however, the fractured nature of the bedrock may require special consideration with regard to potential fluid losses. 6.5 Soil Corrosivity The results of the analytical (chemical) laboratory testing indicate soluble sulfate concentrations on the order of 250 to 3,300 parts per million (ppm) which are considered to have low to severe corrosive effect on concrete foundations. The use of Type V HS Portland cement mix may be required for concrete members which are in direct contact with these soils. This should be confirmed by additional testing during the earthwork operations. The test results further indicate soil pH values ranging from 6.7 to 9.0, resistivity values on the order of 2,790 to 12,024 Ohm-cm, and soluble chloride concentrations ranging from 210 to 880 ppm. These values indicate that the on-site soils have moderate to high corrosion potential. We therefore recommend that appropriate corrosion protection measures be implemented for any buried metallic pipes or structures (e.g. tanks) if they are used on this project. Project No. 20B5 November 14, 2007 Page 18 of 24 SECTION SEVEN CONSTRUCTION-RELATED CONSIDERATIONS 7.0 CONSTRUCTION-RELATED CONSIDERATIONS 7.1 Temporary Shoring Since the anticipated pipe invert depths will be more than 5 feet below the ground surface, prevailing Federal and Cal OSHA safety regulations require that the trenched excavation be either sloped (if sufficient construction space or easement is available), shored, braced, or protected with approved sliding trench shield. Limited construction space, the presence of other buried utilities, and the need to avoid excessive community disruption dictate that a shored excavation will be needed along the entire pipeline alignment. Design and construction of temporary shoring should be the sole responsibility of the contractor. 7.1.1 Settlement Settlement of existing street improvements and/or utilties adjacent to the shoring may occur in proportion to both the distance between shoring system and adjacent structures or utilities and the amount of horizontal deflection of the shoring system. Vertical settlement will be maximum directly adjacent to the shoring system, and decreases as the distance from the shoring increases. At a distance equal to the height of the shoring, settlement is expected to be negligible. Maximum vertical settlement is estimated to be on the order of 75 percent of the horizontal deflection of the shoring system. It is recommended that shoring be designed to limit the maximum horizontal deflection to 1-inch or less where structures or utilities are to be supported. Project No. 20B5 November 14,2007 Page 19 of 24 SECTION SEVEN CONSTRUCTION-RELATED CONSIDERATIONS 7.1.2 Lateral Earth Pressures Temporary shoring should be designed to resist the pressure exerted by the retained soils and any additional lateral forces due to loads placed near the top of the excavation. For design of braced shorings supporting fill materials, topsoil, alluvial deposits, or slopewash, the recommended lateral earth pressure should be 32H psf, where H is equal to the height of the retained earth in feet. For braced shoring supporting bedrock, the recommended lateral earth pressures may be reduced to 20H psf. Any surcharge loads would impose uniform lateral pressure of 0.3q, where "q" equals the uniform surcharge pressure. The surcharge pressure should be applied starting at a depth equal to the distance of the surcharge load from the top of the excavation. The recommended lateral earth pressures have been prepared based on the assumptions that the shored earth is level at the surface, no hydrostatic pressures above the bottom of the excavation, and that the shoring system is temporary in nature. 2.1.3 Lateral Bearing Capacity Resistance to lateral loads will be provided by passive soil resistance. The allowable passive pressure for the native soils may be assumed to be equivalent to a fluid weighing 300 pcf. Allowable lateral bearing pressure should not exceed 3,000 psf. Project No. 20B5 November 14,2007 Page 20 of 24 SECTION SEVEN CONSTRUCTION-RELATED CONSIDERATIONS 7.2 Construction Dewatering Based on the information obtained from the borings, groundwater is not anticipated to be encountered within the majority of the project alignments. It must be noted, however, that localized perched water conditions may encountered in some areas, such as in the vicinity of Vermarine Court and on the east side of El Fuerte Street. It is anticipated that dewatering in these areas, if necessary, can be accomplished by sump and pump methods. 7.3 Environmental Considerations The authorized scope of our investigation for this project did not include the performance of a Phase I or Phase II environmental site assessment to evaluate the possible presence of contaminated soil and/or groundwater conditions at or near the project site. Although the possibility that hazardous materials occur along the project alignments is considered very low, we recommend that the contract documents include provisions for the contractor to be prepared to handle and dispose such materials, if encountered, in accordance with current industry standard of care and applicable Federal, State and Local kws and regulations. It is further recommended that the contractor be requested to prepare and submit a health and safety plan which includes contingency measures to deal with potential hazardous materials issues for review and approval by the City prior to commencement of construction. Project No. 20B5 November 14,2007 Page 21 of 24 SECTION EIGHT GENERAL CONDITIONS 8.0 GENERAL CONDITIONS 8.1 Post-Investigation Services Post-investigation geotechnical services are an important continuation of this investigation, and we recommend that the City retains a qualified geotechnical consultant to perform the necessary geotechnical observation and testing services during construction. Sufficient and timely observation and testing should be performed during excavation, pipeline installation, backfilling and other related earthwork operations. The purpose of the geotechnical observation and testing is to correlate findings of this investigation with the actual subsurface conditions encountered during construction and to provide supplemental recommendations, if necessary. The geotechnical observation and testing are also intended to confirm that the pipeline is placed on competent soil materials, and that suitable pipe bedding and backfill materials have been properly placed and compacted in conformance with the specifications. 8.2 Uncertainties and Limitations The information presented in this report is intended for the sole use of Dudek and the City for project design purposes only and may not provide sufficient data to prepare an accurate bid. The contractor should be required to perform an independent evaluation of the subsurface conditions at the project site prior to submitting his/her bid. Project No. 20B5 November 14, 2007 Page 22 of 24 SECTION EIGHT GENERAL CONDITIONS Our firm has observed and investigated the subsurface conditions at specific locations along the proposed project alignment. The findings and recommendations presented in this report are based on the assumption that the subsurface conditions along the entire length of the pipeline alignment do not deviate substantially from those encountered in the exploratory soil borings. Consequently, modifications or changes to the recommendations presented herein may be necessary based on the actual subsurface conditions encountered during construction. California, including San Diego County, is in an area of high seismic risk. It is generally considered economically unfeasible to build a totally earthquake-resistant project and it is, therefore, possible that a nearby large magnitude earthquake could cause damage at the project site. Geotechnical engineering and geologic sciences are characterized by uncertainty. Professional judgments and opinions presented in this report are based partly on our evaluation and analysis of the technical data gathered during our present study, partly on our understanding of the scope of the proposed project, and partly on our general experience in geotechnical engineering. In the performance of our professional services, we have complied with that level of care and skill ordinarily exercised by other members of the geotechnical engineering profession currently practicing under similar circumstances in southern California. Our services consist of professional consultation only, and no warranty of any kind whatsoever, expressed or implied, is made or intended in connection with the work performed. Furthermore, our firm does not guarantee the performance of the project in any respect. Our firm does not practice or consult in the field of safety engineering. The contractor will be responsible for the health and safety of his/her personnel and all subcontractors at the construction site. The contractor should notify the County if he or she considers any of the recommendations presented in this report to be unsafe. Project No. 20B5 November 14,2007 Page 23 of 24 SECTION NINE REFERENCES 9.0 REFERENCES County of San Diego, Department of Public Works, "Standard Specifications for Public Works Construction (Green Book)", 1997 Edition. Dudek & Associates, Inc., electronic drawings showing the project alignment, undated. International Conference of Building Officials, 1997, Maps of Known Active Fault Near Source Zones in California and Adjacent Portions of Nevada Tan, Siang S. And Kennedy, Michael P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California; California Division ofMines and Geology Open-File Report 96-02. Project No. 20B5 November 14, 2007 Page 24 of 24 FIGURES NOT TO SCALE SOURCE: SAN DIEGO COUNTY STREET GUIDE AND DIRECTORY, THOMAS BROTHERS MAPS, 2002 EDITION LOCATION MAP THE LA GOLONDRINA AND LA COSTA MEADOWS SEWER EXTENSIONS PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE 1 NOTES:SOURCE: ELECTRONIC SITE PLAN PREPARED BY DUDEK & ASSOCIATES, INC., UNDATED B-2 Approximate Location of Soil Boring COzg COcoz ZUJ ££ *? 8|£2 o< LU X CM UJor Dgu. oz •% COn:LU LUz oz LU O z X O UJ O LU O OUJ -J o UJ or Q. m NOTES: /^LEUCADIA WASTEWATER DISTRICT MEADOW LIFT STATION SIITE SOURCE: ELECTRONIC SITE PLAN PREPARED BY DUDEK& ASSOCIATES, INC., UNDATED B-2 Approximate Location of Soil Boring co COZ O COz LU s§UJ <&sIs c> ^ *yLU o t Oco< UJ CO UJ £ g LL O COorin LU O Z UJ O Z X OLU OUJ O Q UJ_J_J O UJ 9- °Q. CS CANTILEVER DYNAMIC HYDROSTATICRESULTANT PRESSURE FORCE ACTIVE EARTH PRESSURE NOTES H = wall height in feet h,.= water height above bottom of structure infect Lateral pressure values presented herein are based on the assumption that non-expansive backfill materials will be used to backfill behind walls LATERAL PRESSURES Earth Pressure ®=0 <§> = 35 (H-hJ, psf © = 35 (H-bJ + 20a», psf Hydrostatic Pressure ©=0 (g)= 62.41L, Dynamic Resultant Force a = 2.9H b = 4a = 11.6H oPAE = 7.25H2, Ib/ft @ 0.6H LATERAL PRESSURES FOR CANTILEVER WALLS LA GOLONDRINA AND LA COSTA MEADOWS EXTENSIONS PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE 4 DYNAMtC RESULTANT FORCE TERM ACTNE EARTH PRESSURE NOTES H = wall height in feet h^~ water height above bottom of structure infect Lateral pressure values presented herein are based on the assumption that non-expansive backfill materials will be used to backfill behind walls LATERAL PRESSURES Earth Pressure ®=0 ®= 35 (H-tO, psf (D= 35 (H-b,.) + 2Gb,, psf Hydrostatic Pressure ©= 0 ®= 62.4h,. Restrained Additive Term ©=©= lOH.psf ®=(D= 5H,psf Dynamic Resultant Force a = 9.9H b = 4a = 39.6H F, = 24.75H2, Ib/ft @ 0.6H (Soil) ^Pw = 2L6hw 2Jb/ft@0.5h,.(Water) LATERAL PRESSURES FOR RESTRAINED WALLS LA GOLONDRINA AND LA CoSTA MEADOWS EXTENSIONS PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE 5 NON-EXPANSIVE BACKFILL Fp = M(A/B)P,lb/ft A = htan30°,ft M = 0.3 for cantilever wall M = 0.4 for restrained wall NOTES: 1. Surcharge pressure acting on wall is not affected by groundwater elevatioa 2. Surcharge pressures shown are applicable for continuous footing only. Spread footings need to be evaluated individually. FOUNDATION INDUCED WALL PRESSURES LA GOLONDRINA AND LA CoSTA MEADOWS EXTENSIONS PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE 6 (CARS/TRUCKS) NON-EXPANSIVE BACKFILL q = surcharge load (psf) B = distance between wall and surcharge load, ft M = 0.3 for cantilever wall M = 0.4 for restrained wall ®= Mq, psf "A" =75 psf NOTE: Surcharge pressure acting on wall is not affected by groundwater elevation. TRAFFIC AND SURCHARGE PRESSURES LA GOLONDRINA AND LA COSTA MEADOWS EXTENSIONS PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE 7 APPENDIX A FIELD EXPLORATION PROGRAM Project No. 20B5 Appendix A, Sheet 1 APPENDIX A FIELD EXPLORATION PROGRAM The field exploration program for this project included the advancement of six exploratory soil borings. The drilling and sampling services were performed on October 17 and 18, 2007 by TestAmerica Drilling Corporation. The borings located on La Golondrina Street, Vermarine Court and the west side of the Leucadia Wastewater District's Meadow Lift Station site were perfomed on October 17 using a truck-mounted Mobile B61 drill rig equipped with 8-inch diameter hollow-stem augers. The borings located on the hillside to the east El Fuerte Street were performed on October 18 using a limited access B61 drill rig. The borings were advanced to an approximate depth of 20 feet below existing grade (bgs) at the approximate locations shown on the Site Plans (Figures 2 and 3). The soils encountered in the borings were visually classified and logged by an experienced field geologist from our firm. Representative samples of the soils encountered in the borings were coDected for laboratory testing and analysis. A Key to Logs is presented on Figure Nos. A-1 and A- 2, and logs of borings are presented in Figure Nos. A-3 through A-8. During drilling, Standard Penetration Tests (SPT) were performed at selected depth intervals. The SPT tests involve the use of a specially manufactured "split spoon" sampler which is driven into the soils at the bottom of the borehole by dropping a 140-pound weight from a height of 30 inches. The number of blows required to penetrate each 6-inch increment was counted and recorded on the field logs, and have been used to evaluate the relative density and consistency of the materials. Relatively undisturbed samples were obtained by driving a 3-inch (OD) diameter standard California sampler with a special cutting tip and inside lining of thin brass rings into the soils at the bottom of the borehole. The sampler is driven a distance of 12 inches into the soils at the bottom of the borehole by dropping a 140-pound weight from a height of 30 inches. A 6-inch long section of the soil samples that were retained in the brass rings were extracted from the sampling tube and transported to our laboratory in close-fitting, waterproof containers. Soil cuttings obtained from the samplers were field screened for the presence of volatile organics using a Thermo Environmental Model 580 organic vapor meter (OVM). The OVM readings are indicated on the boring logs. Following completion of the drilling and sampling activities, boreholes B-2 through B-6 were backfilled with excess soil cuttings to an approximate depth of 5 feet below ground surface. The remaining borehole section was then backfilled with bentonite chips. Boring B-1 which is located in the paved right-of-way of La Golondrina Street was grouted to an approximate depth of 6 feet below the surface, and then backfilled with bentonite chips, and the pavement repaired with permanent rated asphaltic-concrete cold mix (QPR). ALLIED GEOTECHNICAL ENGINEERS, INC. KEY TO LOG OF BORING 3S i - 2 - 3 - 4 - 5- 6- 7 - 8- 9- 10 - 11- 12- 13 14 - 15- 16 - 17- 18- 19- S a.BLOW COUNTS(BLOWS'FOOT)1 J 1 • 2 3 - I i 5 16 12 J!'OVM READING(CPU)\ /GRAPHICLOO\ X SOIL DESCRIPTION ~~^ Sample identificdtion number Approximate interval of bulk sample Approximate interval of Standard California Sampler (SCS). \ Number of blows required to advance the sampler is / shown for every six-inch increments.FIELDMOISTURE(•/4DRYWT.)DRY DENSITY(PCF)Approximate interval of Standard Penetration Test (SPT). REMARKS (KEY TO LOG OF BORING CONTINUED ON FIGURE A-2) PROJECT NO. AL|_,ED GEOTECHNICAL ENGINEERS, INC.FIGURE A-1 KEY TO LOG OF BORING (CONTINUED) ii UJot 1 - 2 - 3 - 4 - 5- 6- 7 8- 9- 10 - »- 13- 14 - 15- 16 - 18- 19- 1 BLOW COUNTS(BUOWSfFOOT)OVM REAOINQ(PCM)GRAPHICLOG'«*:« \ * * /^ SOIL DESCRIPTION -? T- APPROXIMATE GEOLOGIC CONTACT VVEATHERED & FRACTURED ROCK FILL SAND SILT CLAY FIELDMOISTURE(•/. DRYWT.)DRY DENSITY(PCF)REMARKS GENERAL NOTES 1. Approximate location and elevation of borings is based on electronic site plan prepared by Dudek & Associates, Inc., undated. 2. Soil descriptions are based on visual classification made during the field exploration and, where deemed appropriate, have been modified based on the results of laboratory tests. 3. Description on the boring logs apply only at the specific boring locations and at the time the borings were performed. They are not warranted to be representative of subsurface conditions at other locations or times. PROJECT NO.20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. FIGURE A-2 BORING NO. B-1 DATE OF DRILLING: OCTOBER 17, 2007 GENERAL LOCATION: LA GOLONDRINA STREET CUL-DE-SAC APPROXIMATE SURFACE ELEV.: » 333 FEET MSL DRILLING METHOD: HSA IIQfc 1 — 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 - 12- 13- 14- 15- 16- 17- 20- _ -SAMPLES1 2 3 4 BLOW COUNTS1 BLOWS/FOOT25 16 25 1 1 j 2 96/6" 1n 5 6 S 7 I SO 50/5" 30 50/3"I OVM READING(PPM)0 0 0 0 IGRAPHICLOG• * * * • | ' » • • . ; • • • • . • . •'. • * • • | TOTAL BORING DEPTH: 21 FEET DRILLING CONTRACTOR: TEST AMERICA DRILLING CORPORATION LOGGED BY: S. SUTANTO SOIL DESCRIPTION s PAVEMENT SECTION: 3" A.C & no base / SANTIAGO FORMATION Yellowish brown, moist, dense silty sand (SM) The color of the soil becomes orange, Orange brown to light grayish white, moist, very dense silty sand (SM) Light gray, moist, very dense silty sand (SM) NOTES:FIELDMOISTURE% DRY WT.12.1 13.3 12.1 14.0 DRY DENSITYLBS./CU. FT.115.2 103.2 REMARKS Bottom of borehole at 21 feet No seepage or groundwater obsen/ed at time of drilling PROJECT NO. 20B5 ALLIED 6EOTECHNICAL ENGINEERS, INC.FIGURE A-3 BORING NO. B-2 DATE OF DRILLING: OCTOBER 17, 2007 | TOTAL BORING DEPTH: 21 FEET GENERAL LOCATION: CITY OF CARLSBAD EASEMENT AT VERMARINE COURT CUL-DE-SAC APPROXIMATE SURFACE ELEV.: + 240 FEET MSL DRILLING METHOD: HSA r uj < _ 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 - 12- 13- 14- 15- 16- 17- 18- 19- 20- „ -SAMPLES1 2 3 4 5 6 \BLOW COUNTSBLOWS/FOOT4 5 9 * * 7 II " 21 25 30 25 50/6" a I" 0 0 0 0 rGRAPHICLOC/. . 1 ' ' • 'i DRILLING CONTRACTOR: TEST AMERICA DRILLING CORPORATION LOGGED BY: S. SUTANTO SOIL DESCRIPTION FILL Light gray, wet, loose silty sand (SM) with some rock Mottled light yellowish brown with light gray, moist, loose to soft mixture of silty sand (SM), sandy silt (ML) and clayey sand (SC) with some rock fragments Becomes medium dense sirty to clayey sand (SM-SC) Yellowish brown, wet, dense silty to clayey sand (SM-SC) i-y O O SANTIAGO FORMATION Light greenish-gray with orange iron oxide staining, wet, very hard sandy silt (ML) to clayey silt (CL) Light greenish-gray with orange iron oxide staining, wet, w hard clayey silt (CL) NOTES;FIELDMOISTURE•A DRY WT.21.3 13.3 25.7 sry 14.0 DRY DENSITYLBS./CU. FT.115.2 103.2 REMARKS Water observed in adjacent channel at approximately the same elevation Bottom of borehole at 21 feet Water level measured at an approximate depth of 9 feet bgs upon completion of the drilling and sampling activities. PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. FIGURE A-4 BORING NO. B-3 DATE OF DRILLING: OCTOBER 17, 2007 TOTAL. BORING DEPTH: 21 FEET GENERAL LOCATION. LEUCADIA WASTEWATER MEADOW LIFT STATION AT THE CHORLITO STREET CUL-DE-SAC APPROXIMATE SURFACE ELEV.: + 343 FEET MSL DRILLING CONTRACTOR: TEST AMERICA DRILLING CORPORATION DRILLING METHOD: HSA I! t_ 2" 5 — 6- 7- 8- 9- 10- 11 - 12- 13- 14- 15- 16- 17- 18_ 19- 20- „ -SAMPLES.5 1 5 6 S 7 BLOW COUNTSBLOWS/FOOT0! 1 12 35 42 15 30 50/2" 0 50/6" I 22 50/3"OVM READING<PP«)0 0 0 0 LOGGED BY: S. SUTANTO IGRAPHICLOC, ", ..'• . .:/ i • ? ' .01 ; . a- 'o' '' • i«." /t \ SOIL DESCRIPTION FILL Reddish brown, dry, silty sand (SM) with rock 7 7 7 SANTIAGO FORMATION ' Light gray with reddish orange staining, moist, hard sandy silt (ML) and brownish yellow, dense sitty sand (SM) Pate yellow, moist, very stiff sandy day (CL) o ^ *) SANTIAGO PEAK VOLCANICS Patey yellow to light gray silty sand (SM) with abundant broken rock fragments at approximately 15' bgs Slow drilling (approx. 3 min per foot) below 17 feet bgs Clayey silt with rock fragments FIELDMOISTURE% DRY WT.15.9 19.8 7.5 9.4 it tu £> 100.9 REMARKS f\ NOTES: Bottom of borehole at 21 feet No seepage or groundwater observesd at time of drilling PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. FIGURE A-5 BORING NO. B-4 DATE OF DRILLING: OCTOBER 18, 2007 GENERAL LOCATION: HILLSIDE EAST OF EL FUERTE STREET APPROXIMATE SURFACE ELEV.: + 264 FEET MSL DRILLING METHOD: HSA £Pi! 1- 2- 3- 4- 5- 6- 7- 8- 9- 10- 11 - 12- 13- 11- 15- 15- 17- 18- 19- 20- 21 _,SAMPLES1 BLOW COUNTSBLOWS/FOOTf) 16 20 25 2 BH 3 kj 22 - * •—?- M 5 6 S 7 60/6" 45 50 OVM READING(PPM)0 0 0 0 IGRAPHICLOG• " • * . ]. 4 .4 1. V i- * • ; • • . 4 a * - JB 4 | TOTAL BORING DEPTH: 21 FEET DRILLING CONTRACTOR: TEST AMERICA DRILLING CORPORATION LOGGED BY: S. SUTANTO SOIL DESCRIPTION FILL/TOPSO1L Dark gray, damp, loose silty sand (SM) with clay lumps and some roots o •? SANTIAGO FORMATION Mottled light gray and brown, damp, dense silly to very silty sand (SM) 7 ? SANTIAGO PEAK VOLCANICS — Dark gray to black, wet, very dense silty to very siity sand (SM) with small soft rock fragments NOTES:FIELDMOISTURE•A DRYWT.13.7 18.2 16.8 61.5 "DRY DENSITYLBS./CU. FT.109.7 REMARKS •y Disturbed sample Bottom of borehole at 21 feet Water level measured at an approximate depth of 1 5 feet fags upon completion of the drilling and sampling activities. PROJECT NO. 20B5 ALLIED GEOTECHNfCAL ENGINEERS, INC. FIGURE A-6 BORING DATE OF DRILLING: OCTOBER 18, 2007 NO. B-5 TOTAL BORING DEPTH: 21 FEET GENERAL LOCATION: HILLSIDE EAST OF EL FUERTE STREET APPROXIMATE SURFACE ELEV.: + 278 FEET MSL DRILLING METHOD: HSA [1U 1- 2- 3- 4- 5- 6~ 7- a- 9- 10- 11 - 12- 13- 14- 15- 16- 17- 18- 19- 20-SAMPLES1 5 am 30 32 35 2 I 3 . 5 6 •z \ 15 35 50/5" (39 45 50 •l 7 35 50 OVM READING(PPM)GRAPHIC• • ^ / o '4 '?. o • • • • 0 ;' . • 0 ' DRILLING CONTRACTOR: TEST AMERICA DRILLING CORPORATION LOGGED BY: S. SUTANTO \ SOIL DESCRIPTION SANTIAGO FORMATION Light gray to pate gray, moist, very dense silty ' ' to very silty sand (SM) yi". Light gray, moist, very hard sandy silt to clayey < sift (ML-CL) / / Gray to light gray, moist, very dense silty to very - silty sand (SM) with highly cemented calcified zones • ] At 14' bgs soil cuttings become red to brown in color . Light gray gradually changes to light orange, moist . . very dense silty sand (SM) • ,' Slow drilling (approx. 3 min per foot) below • 17 feet bgs '. ; NOTES:ftELDMOISTURE%DRYWT.16.1 11.9 16.5 I 115.4 113.5 REMARKS No recovery Bottom of borehole at 21 feet No seepage or groundwater observed at time of drilling PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. FIGURE A-7 BORING NO. B-6 DATE OF DRILLING: OCTOBER 18, 2007 TOTAL BORING DEPTH: 21 FEET GENERAL LOCATION: HILLSIDE EAST OF EL FUERTE STREET APPROXIMATE SURFACE ELEV.: + 298 FEET MSL DRILLING CONTRACTOR: TEST AMERICA DRILLING CORPORATION DRILLING METHOD: HSA LOGGED BY: S. SUTANTO i" 1- 2— 3- 4- 5- 6- 7- 8- 9- 10- 11 - 12- 13- 14- 15- 16- 17- 18 19- 20-SAMPLES1 2 3 6 S I s z BLOW COUNTSBLOWS/FOOT41 50 35 45 50 I 37 50 7 90/3"OVM READING(PPM)0 0 0 0 IGRAPHICLOOK k /•\ » f 9 . * ^ , * '„ * ~ T !<J 0?<t : < SOIL DESCRIPTION SANTIAGO FORMATION Reddish brown to yellowish gray, damp, very dense silty to clayey sand (SM-SC) Yellowish brown to light yellow, darnp, very dense silty to very silty sand (SM) Light gray, damp, very dense silly sand (SM) with caliche and brown rock fragments Light grayish-white, damp, very dense silty to very silty sand (SM) with traces of clay binder Slow drilling (approx. 3 to 4 min per foot) below 15feetbgs O 1 . O SANTIAGO PEAKVOLCANICS Cuttings consist mainly of broken rock FIELDMOISTURE% ORYWT.6.3 20.2 9.6 DRY DENSITYLBS./CU. FT.102.2 REMARKS No recovery NOTES: Bottom of borehole at 21 feet No seepage or groundwater observed at time of drilling PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. FIGURE A-S APPENDIX B LABORATORY TESTING Project No. 20B5 Appendix B, Sheet 1 APPENDIX B LABORATORY TESTING Selected soil samples were tested in the laboratory to verify visual field classifications and to evaluate certain engineering characteristics. The testing was performed in accordance with the American Society for Testing and Materials (ASTM) or other generally accepted test methods, and included the following: Determination of in-place dry density and moisture content (ASTM D2937) based on relatively undisturbed drive samples. The final test results are presented on the boring logs; Compaction test (ASTM Dl 557-91). The final test results are presented on Figures B-l, B-2 and B-3; Mechanical sieve analyses (ASTM D422), and the final test results are plotted as gradation curves on Figure B-4; Direct shear tests (ASTM D3080). The final test results are presented on Figures B-5 and B-6; Consolidation test (ASTM D2435). The test results are plotted as a curve on Figure B-7. In addition, representative samples of the soil materials encountered in the soil borings were delivered to Clarkson Laboratory and Supply, Inc. for chemical (analytical) testing to determine soil pH, resistivity, and soluble sulfete and chloride concentrations. Copies of Clarkson's laboratory test data reports are included herein. ALLIED GEOTECHNICAL ENGINEERS, INC. COMPACTION CURVE Test Method: ASTM D 1557-00 Compaction Procedure: ["A...I Specimen Preparation Method: fx~l Moist or [ ] Dry 132 128 126 3 124 £ f 122 3 c 120 CQ 118 116 114 112 110 8 9 10 11 12 Molding Water Content ("A 13 14 15 16 17 Sample No. 2-2 Sample Type Bulk Depth (ft) 6' - 8' OPT. WC 10.5 MAX. DUW (pcf) 124.0 LL Pf Description and/or Classification Yellowish gray sifty to vey silty sand (SM) with siltstone fragments LA GOLONDRINA PIPELINE CARLSBAD, CALIFORNIA PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE B-1 Test Method: AST Compaction 132 Sample San No. Ty 4-2 Bi 130 128 126 ff3: 124 f 122 c 120 0 118 116 114 112 110 i iple Depth pe (ft) ilk 7' -9' M P t \ [ rc D X 1 ;e 5! d 1 ur OPT. WC 9.5 '- e D£) [ f A 5 ] MAX. DUW (pcf) 123.5 SP<5C r ir LL nsi•\ £ F i PI 'r3f C 33 - n M C Tc £ 0 >n at > Ic fll 0 ii = n n ^ ^ 9 C Ic 1 V T 5t 0 ifc l( 1C F it 51 3d Bf ^ < C 1 :< :i C u ^ 1 3f Jl x it R1 ] e V M nl E o D 1 ( St 2 °/<>) 0r - [ 13 _| ]Dry 14 15 16 17 Description and/or Classification Dark brown silty sand (SM) LA GOLONDRINA PIPELINE CARLSBAD, CALIFORNIA PROJECT NO. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. | FIGURE B-2 Test Method: AST Compaction 132 Sample San No. TV 5-2 Bi 130 128 126 3 124 +•* £ 122 c 120 &a us 116 114 112 110 i nple Depth pe (ft) Jlk 7' - 9' M F \ [ n D X 1 e 5( d i 37 Ut OPT. WG (%) 9.0 '-( e X> C J i A 5 ] FF MAX. DUW (POf) 126.0 sP<3C r r ;ir •- - UL n - 5! - 1 f F r } PI T9f - «* C 32 ^ IV C r< « 0 in at j Ic /I 0 ii P n sj n «V N 9 C 4e 1 VI T rt ~ 0 /; IC 1C -- it 3 )C 31 M : - i •< C s 1 Si H C s 1 3f J! £ 5s It R ] a e V M -s nl E o 1 ( s V 2 V t •) 0 3 r I - 13 ]D - ry 14 - 15 --- 18 - 17 Description and/or Classification Yellowish gray silly sand (SM) LA GOLONDRINA PIPELINE CARLSBAD, CALIFORNIA PROJECT NO. 20B5 | ALLIED GEOTECHNICAL ENGINEERS, INC. | FIGURE B-3 100 80 E-KOI — i&3 ^>-OQ 60 o£i — i CO DO< CL, g 40 CdOKH O, 20 0 1 SYMBC 0 D A 0 Rem< UNIFIED SOIL CLASSIFICATION COBBLES GRAVEL COARSE FINE SAND COARSE MEDIUM FINE U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No. 3 3/4 3/8 4 10 20 40 60 140 2 O3 10 L BORING 1-6 2-5 3-5 5-2 irk : ^\!.\1 2 10 GRAIN DEPTH LL (ft) (sO J 20-21 15-16.5 15-16.5 7-9 f m \ \ \is \s -s*t \ T* X \\ •-^. -f^ \ N SILT OR CLAY HYDROMETER 00 ) ' ' 1 |n . i • i i . |i. . . 1 10~J 10"2 SIZE IN MILLIMETER PIJ5) DESCRIPTION >-"• oo CD ^ ro oo o o o ooPERCENT RETAINED BY WEIGHT1C'3 SILTY SAND (SM) INORGANIC SILTS AND CLAYS (ML-CL) SILTY SAND (SM) INORGANIC SILTS AND CLAYS (ML-CL) Project No. 20B5 LA GOLONDRINA PIPELINE ALLIED GEOTECHNICAL ENGINEERS, INC. GRAIN SIZE DISTRIBUTION Figure B-4 4.0 fr,CO COCO HCO CO CO CO CO CO K ffiCO 2.0 .0 4.0 .0 2.0 4.0 6.0 NORMAL STRESS IN KSF 8.0 10.0 .06 .12 .18 .24 HORIZONTAL DEFORMATION IN INCH 10-11.5 .30 BORING/SAMPLE : 2-3 DEPTH (ft) DESCRIPTION : SILTf/CLAYEY SAND STRENGTH INTERCEPT (C) : .900 KSF FRICTION ANGLE (PHI) : 27.5 DEC (PEAK STRENGTH) SYMBOL O D A MOISTURE CONTENT (s) 26.9 25.2 27.5 DRY DENSITY (pcf) 90.4 94.2 93.3 VOID RATIO .726 .657 .671 NORMAL PEAK STRESS (ksf) SHEAR (ksf) 1.00 2.00 3.00 1.39 2.00 2.43 RESIDUAL SHEAR (ksf) 1.15 1.89 2.22 Remark : Project No. 20B5 LA GOLONDRINA PIPELINE ALLIED GEOTECHNICAL ENGINEERS, INC.DIRECT SHEAR TEST Figure B-S fa-CO 4.0 inwa: 2.0 a: CO 1ZI—I m E- CO .0 .0 4.0 2.0 4.0 6.0 8.0 10.0 NORMAL STRESS IN KSF IAI ,", / p BORING/SAMPLE : 2-6 DESCRIPTION : SILTY CLAY STRENGTH INTERCEPT (C) : FRICTION ANGLE (PHI) : .06 .12 .18 .24 HORIZONTAL DEFORMATION IN INCH DEPTH (ft) : 20-21 .30 1.756 3.7 KSF DEG (PEAK STRENGTH) SYMBOL O a A MOISTURE CONTENT (%) 17.2 18.2. 17.3 DRY DENSITY (pcf) 108.3 106.5 110.1 VOID RATIO .441 .465 .417 NORMAL PEAK STRESS (ksf) SHEAR (ksf) 1.00 2.00 3.00 1.92 1.70 2.05 RESIDUAL SHEAR (ksf) 1.75 1.61 1.83 Remark : Project No. 20B5 LA GOLONDRINA PIPELINE ALLIED GEOTECHNICAL ENGINEERS, INC.DIRECT SHEAR TEST Figure PERCENT CHANGE IN HEIGHTo co 03 ^ ro oi— *O"1 COMPRESSIVE STRESS IN KSF 1 10 10* AfU c c 5- X -— K h •"- - •— - 1 e *---c x^ *». "t \ ^ X, N •-« k )-.s\ •*• .N) BORING : 2-6 DESCRIPTION DEPTH (ft) : 20-21 LIQUID LIMIT SPEC. GRAVITY : 2.67 PLASTIC LIMIT MOISTURE DRY DENSITY CONTENT (*) (pcf) INITIAL 15.7 112.3 FINAL 18.1 112.3 Remark : WATER ADDED AT 1 KSF Project No. 20B5 ALLIED GEOTECHNICAL ENGINEERS, INC. : SILTT CL^Y PERCENT SATURATION 87 TOO .454 . .424 OK— i ^rv> P1 — 1O, .395 > .365 .335 VOID RATIO .484 .484 LA GOLONDRINA PIPELINE CONSOLIDATION TEST FlgUre B-? LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trcmsdale Dr. Chula Vista, Ca. 91910 www.clarksonlaij.com ANALYTICAL AND CONSULTING CHEMISTS Date: October 26, 2007 Purchase Order Number: 20B5 Sales Order Number: 90575 Account Number: ALLG To: Allied Geotechnical Engineers 9500 Cuyamaca Street, Ste 102 Santee, CA 92071 Attention: Sani Sutanto Customers Phone: 449-5900 Fax: 449-5902 Laboratory Number: SO2807 Sample Designation: One soil sample received on 10/24/07, taken on 10/17/07 from 20B5 La Golondrina & La Costa Meadows Sewer Extension Job#20B5 marked as Bl-Bag 4-11'-12'. Analysis By California Test 643, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 7.0 Water Added (ml) 25 5 5 5 5 5 5 5 5 17 years to perforation for a 16 gauge metal culvert. 23 years to perforation for a 14 gauge metal culvert. 31 years to perforation for a 12 gauge metal culvert. 40 years to perforation for a 10 gauge metal culvert. 49 years to perforation for a 8 gauge metal culvert. Resistivity (ohm-cm) 1100 820 680 590 580 570 580 590 610 Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 250 ppm 210 ppm LT/rm LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com ANALYTICAL AND CONSULTING CHEMISTS Date: October 26, 2007 Purchase Order Number: 20B5 Sales Order Number: 90575 Account Number: ALLG To:^ — _—«_ —_...»_«. . _ , „ „ ____& Allied Geotechnical Engineers 9500 Cuyamaca Street, Ste 102 Santee, CA 92071 Attention: Sani Sutanto Customers Phone: 449-5900 Fax: 449-5902 Laboratory Number: SO2808 Sample Designation:^ „_______ * One soil sample received on 10/24/07, taken on 10/17/07 from 20B5 La Golondrina & La Costei Meadows Sewer Extension Job#20B5 marked as B2-Bag 4-11'-12'. Analysis By California Test 643, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 6.4 Water Added (ml) 10 5 5 5 5 5 5 5 5 Resistivity (ohm-cm) 3000 1900 710 410 400 330 290 340 360 Less than 5 years to perforation for a 16 gauge metal culvert. 6 years to perforation for a 14 gauge metal culvert. 9 years to perforation for a 12 gauge metal culvert. 11 years to perforation for a 10 gauge metal culvert. 13 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 1700 ppm 790 ppm / La ^^ ura Torres LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com ANALYTICAL AND CONSULTING CHEMISTS Date: October 26, 2007 Purchase Order Number: 20B5 Sales Order Number: 90575 Account Number: ALLG To: Allied Geotechnical Engineers 9500 Cuyamaca Street, Ste 102 Santee, CA 92071 Attention: Sani Sutanto Laboratory Number: SO2809 Sample Designation:^ „ _ _ _—.—. —, . »_«._.. M .—_ «^t One soil sample received on 10/24/07, taken on 10/17/07 from 20B5 La Golondrina & La Costs* Meadows Sewer Extension Job#20B5 marked as B3-Bag 4-13'-14'. Customers Phone: 449-5900 Fax: 449-5902 Analysis By California Test 643, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 6.5 Water Added (ml) 10 5 5 5 5 5 Resistivity (ohm-cm) 3000 820 390 300 330 340 6 years to perforation for a 16 gauge metal culvert. 8 years to perforation for a 14 gauge metal culvert. 11 years to perforation for a 12 gauge metal culvert. 14 years to perforation for a 10 gauge metal culvert. 17 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 3300 ppm 730 ppm LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com ANALYTICAL AND CONSULTING CHEMISTS Date: October 26, 2007 Purchase Order Number: 20B5 Sales Order Number: 90575 Account Number: ALLG To: * * Allied Geotechnical Engineers 9500 Cuyamaca Street, Ste 102 Santee, CA 92071 Attention: Sani Sutanto Laboratory Number: SO2810 Sample Designation: Customers Phone: Fax: 449-5900 449-5902 One soil sample received on 10/24/07, taken on 10/18/07 from 20B5 La Golondrina & La Costa Meadows Sewer Extension Job#20B5 marked as B4-Bag 4-11'-13'. Analysis By California Test 643, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 6.9 Water Added (ml) 15 5 5 5 5 5 5 5 5 10 years to perforation for a 16 gauge metal culvert. 13 years to perforation for a 14 gauge metal culvert. 17 years to perforation for a 12 gauge metal culvert. 22 years to perforation for a 10 gauge metal culvert. 27 years to perforation for a 8 gauge metal culvert. Resistivity (ohm-cm) 1200 620 340 320 280 260 260 280 300 Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 780 ppm 780 ppm iaurgl Torres LT/j LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com ANALYTICAL AND CONSULTING CHEMISTS Date: October 26, 2007 Purchase Order Number : 2 OB5 Sales Order Number: 90575 Account Number : ALLG To: .£ _____ , _________ . __ . _ _— ____ „. _ _ _ _ „, __ _ _______________ _ _ __ £ Allied Geotechnical Engineers 9500 Cuyamaca Street, Ste 102 San tee, CA 92071 Attention: Sani Sutanto Laboratory Number: SO2811 Customers Phone: 449-5900 Fax: 449-5902 Sample Designation : One soil sample received on 10/24/07, taken on 10/10/07 from 20B5 La Golondrina & La Costa Meadows Sewer Extension Job#20B5 marked as B5-Bag 5-16 '-17'. Analysis By California Test 643, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts . pH 6.8 Water Added (ml) Resistivity (ohm-cm) 10 1100 5 630 5 390 5 300 5 300 5 250 5 270 5 290 8 years to perforation for a 16 gauge metal culvert. 10 years to perforation for a 14 gauge metal culvert. 14 years to perforation for a 12 gauge metal culvert. 18 years to perforation for a 10 gauge metal culvert. 22 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 600 ppm Water Soluble Chloride Calif. Test 422 880 ppm '-*-#} A Torres LT/fm