hollywoodSpecs.pdf

HOLLYWOOD RESERVOIR LAKERIDGE DRIVE LANDSLIDE AND SLOPE

RESTORATION PROJECT - CONSTRUCTION SPECIFICATIONS

F01200

SECTION F01200 - MOBILIZATION

PART 1 - GENERAL

1.01 NOT USED

1.02 SUMMARY

A. Described in Article 1.06 of this section.

1.03 RELATED SECTIONS

A. Section F01560 – Project Controls.

B. Section F01563 – Control of Water.

C. Section F02260 – Excavation Support and Protection

D. Section F02300 – Earthwork

E. Section F02466 – Cast-In-Drilled-Holes Piles

F. Section F03210 – Reinforcing Steel

G. Section F03300 – Cast-In-Place Concrete

1.04 REFERENCES NOT USED

1.05 SUBMITTALS NOT USED

1.06 REQUIREMENTS

A. Obtain approval of all submittals required in Article 1.05 of Sections F01560, F01563, F02260, F02300, F02274, F02466, F03210, F03300, and F15205.

This will constitute 100 percent of the aggregate value for mobilization.

PART 2 - PRODUCTS NOT USED

PART 3 - EXECUTION NOT USED

F01200-2

PART 4 – COMPENSATION

4.01 MEASUREMENT AND PAYMENT

A. This is a lump sum item.

B. Payment will be made at the contract price bid for Bid Item No. 1. Such payment shall be considered full compensation for furnishing all labor, materials, tools, and equipment, and doing all the work.

END OF SECTION

F01330

SECTION F01330 – SUBMITTALS

1.02 SUMMARY

A. Administrative and procedural requirements for submittals required for performance of the work, including the following:

1. Fabrication and Erection Drawings.

2. Shop and Installation Drawings.

3. Product Data.

4. Samples.

5. Catalogs and Catalog Cuts.

6. Calculations.

7. Operation and Maintenance Manuals.

1.03 RELATED SECTIONS

A. Individual requirements for submittals are specified in this Section and pertinent other Sections of these specifications.

1.04 NOT USED

1.05 PROCEDURES

A. General:

1. Submit 4 prints of all shop and installation drawings, design drawings and calculations, schedules required for the work of the various trades, and fabrication and erection drawings.

Where the manufacturer's catalogs are substituted for the Contractor's drawings, submit 4 copies of such catalogs and manuals for each piece of equipment with selections and options clearly indicated.

F01330-2

2. In order to prevent work delays and to give the Engineer sufficient time to review the drawings, correlate submittal time with the relevant construction activity dates shown on the approved construction schedule. Allow time for submittal review, including the time required for resubmittals. No extension of contract time will be authorized because of failure to transmit submittals to the Engineer sufficiently in advance of the work to permit processing.

3. Submit all drawings relating to a class of work at the same time.

4. Information may be combined on a single drawing, if clarity is not impaired. Additional information which may be requested by the Engineer to determine compliance with the contract shall likewise be submitted for review.

5. Draw information accurately to scale. Highlight, cloud, or otherwise indicate any deviations from the Contract Documents.

6. The submittals shall fully demonstrate that the work to be done and the materials to be furnished will comply with the provisions of these specifications and shall furnish a true and complete record of the job as finally completed.

Review by the Engineer of the submittals shall not relieve the Contractor of the responsibility to meet all the requirements of these specifications or of the responsibility for the correctness of the submittals furnished.

7. The Contractor shall have no claim for additional costs or extension of time on account of delays due to revisions of the submittals which may be found necessary to comply with the contract. In case of later discovery of errors, omissions, or inconsistencies in the submittals, promptly submit revised submittals to the Engineer for re-review.

8. If a submittal contains information which does not pertain to the contract, either the information which is not applicable shall be deleted or the pertinent information shall be plainly identified.

F01330-3

9. The Department shall have the right to use any submittal for any future Department project.

B. Preparation:

1. Each submittal package shall be consecutively numbered.

2. Each submittal package shall have a cover sheet that contains the following information:

a. Submittal Number.

b. Project Name.

c. Description of Submittal.

d. Date of the Submittal.

e. Name, address, and telephone number of the Contractor.

f. Name, address, and telephone number of the Subcontractor, supplier, or manufacturer.

g. Reference to the specification Section and Article Number.

h. Reference to the Drawing Sheet Number and Details.

i. Number of pages in each submittal package.

Each page of a submittal package shall be consecutively numbered.

3. Provide a blank space 2-1/2 inches by 2-1/2 inches on each drawing near the lower right-hand corner to record the Engineer’s review and approval comments.

C. Transmittal:

1. Transmit each submittal using a transmittal form.

The transmittal shall refer to the submittal number and description.

D. Review: Submittals will be reviewed as follows:

F01330-4

1. Unless specified otherwise, within 21 calendar days after the Engineer receives a submittal, the Engineer will return one copy to the Contractor.

The copy will be designated "no exceptions noted", "corrections required: revise only", “corrections required: revise and resubmit”, "rejected", or "not required".

2. If a submittal is designated "no exceptions noted", the Contractor may proceed with the work in accordance with the submittal.

3. If a submittal is designated “corrections required:

revise only”, the Contractor may proceed with the work in accordance with the submittal and corrections shown.

4. If a submittal is designated "corrections required:

revise and resubmit", the Contractor may proceed with the work covered by the submittal after incorporating the required corrections, provided the Contractor immediately revises the submittal in accordance with the corrections and resubmits it to the Engineer within 7 calendar days after receipt of the submittal.

5. If a submittal is designated "rejected", the Contractor shall revise the submittal to comply with the requirements of the specifications and shall resubmit it for review before proceeding with the work covered by the submittal.

6. Revised submittals shall be submitted in the same size as the original submittal, except when completely redrawn and shall pertain to the same material and items as the original submittal. The resubmittal shall not contain any items not covered in the original submittal, unless said items are specifically requested by the Engineer.

7. Resubmittals shall have the same identifying number as the original submittal and shall include a suffix to the identifying number to clearly delineate such as a resubmittal.

8. Resubmittal process time shall be the same as the initial submittal.

F01330-5

9. If a drawing is designated "not required", it is not required under the contract.

10. It is considered reasonable that the Contractor shall make a complete and acceptable submission of a submittal item. The Engineer reserves the right to withhold moneys due the Contractor to cover additional costs of the Engineer’s review beyond the second submittal.

PART 2 – PRODUCTS NOT USED

PART 3 – EXECUTION NOT USED

F01330-6

(THIS PAGE INTENTIONALLY LEFT BLANK)

F01560

SECTION F01560 PROJECT CONTROLS

1.02 SUMMARY

A. Project controls including construction activity working hour limitations, parking and staging controls, dust control, access to residences and businesses, smoke control, noise control, cleanup, construction of and posting of signs and notices, participation in community relations.

1.03 RELATED SECTIONS

A. Section F01330 – Submittals.

1.04 REFERENCES NOT USED

1.05 SUBMITTALS

A. Submit the following in accordance with Section F01330:

1. Layout drawings for the project signs for approval prior to fabrication.

2. Written project noise control plan containing the specific methods of meeting the noise level requirements specified herein. No work shall commence until the plan is approved by the Engineer.

3. NOT USED

4. Mitigation and enforcement plan for the material delivery restrictions set forth in Article 3.02 of this section. The plan shall, at a minimum, include the following components:

a. Description of sanctions the Contractor shall enforce on all violators.

F01560-2

b. List of phone numbers of Contractor personnel to be contacted at any time violations occur.

Such Contractor personnel will be required to arrive at the site within one hour of being notified and shall enforce the delivery requirements.

c. Establishment of “interceptor” parking locations along the Lake Hollywood Drive corridor to prevent the arrival of vehicles or workers to the site prior to 7:00 a.m.

Describe procedures to escort vehicles from the interceptor locations to the jobsite at proper arrival times.

1.06 DEFINITIONS

A. Commuter Vehicle: Vehicle under 10,000 pounds gross weight.

B. Construction Vehicle: Vehicle 10,000 pounds gross weight or greater.

PART 3 - EXECUTION

3.01 WORKING HOUR LIMITATIONS

A. All construction activities are subject to compliance with the Los Angeles Municipal Code Chapter XI, Article 2, "Special Noise Sources" and Chapter IV, Section 41.40, "Noise Due to Construction, Excavation Work - When Prohibited".

B. In addition to the restrictions contained in the Los Angeles Municipal Code, limit construction activities to the hours between 7:00 a.m. through 6:00 p.m., Monday through Friday. Work shall not be performed on Sundays, or recognized holidays, unless approved by the Engineer.

C. Obtain a police permit for a working hour variance, if first approved by the Engineer, prior to any

F01560-3 operations beyond those allowed by the Los Angeles Municipal Code.

3.02 TRAFFIC, PARKING, AND STAGING

A. All Construction related vehicles, except for Concrete Mix Trucks, Concrete Pump Trucks, and Water Trucks, are prohibited from using the residential streets.

All construction equipment, and worker vehicles, except for Concrete Mix Trucks, Concrete Pump Trucks, and Water Trucks, shall use Hollywood Reservoir Perimeter Road.

B. The Department has constructed a temporary access road off of Cahuenga Boulevard as shown in the drawings.

This temporary access road will ONLY be used for the Contractor’s Drill Rig and Crane.

C. Do not park on residential streets other than streets in which work is performed.

D. Identify an offsite nonresidential area for the staging of equipment and material deliveries by the Contractor, subcontractors, material suppliers, or independent operators. The staging area shall be used to prevent arrival of trucks at the project site before 7:00 a.m., Monday through Friday, and before 8:00 a.m. on Saturday.

Early arrivals will be turned away. Equipment or materials deposited on the street near the site in violation of the aforementioned working hours shall be removed from the street and not allowed on the worksite that day. Notify the Engineer in writing as to when the equipment or materials will be re-delivered to the site.

E. The Engineer reserves the right to bar violators of this Article from the site.

F. Park all construction equipment and worker vehicles within the Department’s property at 2460 Holly Drive on the areas designated on the drawings.

G. Parking on residential streets by either the Contractor or workers shall not be allowed. Workers

F01560-4 shall enter the site as soon as they arrive to the site.

H. Limit all ingress and egress to the site in accordance with the transportation access routes designated on the drawings.

I. Repair all damage by the Contractor to the pavement or curbs along the construction access routes within 72 hours.

J. Limit delivery and export of construction vehicles, materials, and equipment to between 9:00 a.m. and 3:00 p.m., Monday through Friday.

3.03 AIR QUALITY

A. During the performance of the work included in the contract or any operations appurtenant thereto, whether on Department property, right-of-way, or on private property, carry out proper measures to control dust, including sprinkling the surface of the site and truckloads of earth, as necessary to prevent construction operations from producing dust in amounts damaging to property, causing a nuisance to adjacent activities, or occupying buildings in the vicinity, or causing an annoyance to workers on the project.

B. Use water trucks and street sweepers throughout each workday, as required, to maintain clean access and egress right-of-ways and adjoining streets.

C. Promptly remove mud, dust, dirt, or debris that accumulates on the adjoining streets, ramps, parkway, and sidewalks as a result of construction activities, storm water runoff, or wind.

D. Limit maximum vehicle speeds to 15 mph on the site.

Post speed limit signs conspicuously within the project site. Caution apparent violators of the speed limit. Bar chronic offenders from the site.

3.04 NOISE CONTROL

A. The noise level occurring during all phases of work shall be minimized and shall not exceed the applicable Los Angeles Municipal Code sections. All mobile or fixed noise-producing equipment that is regulated for

F01560-5 noise output by local, state, federal, or international law, shall comply with such regulation while in use. This shall include vehicles licensed for use on public highways.

B. Noise due to construction activities or repair work shall not occur between the hours of 6:00 p.m. and 7:00 a.m. of the following day.

C. Air compressors and internal combustion engines shall be in good operating condition and meet or exceed original factory specifications and shall be equipped with high-grade mufflers, spark arrestors, air-inlet silencers, where appropriate, and noise suppressors.

D. All mobile or fixed noise producing machinery and equipment, including "package" equipment such as fans, cranes, arc-welders, air compressors, electrical operators and the like, shall be suitably housed, enclosed, shielded, equipped with noise control features, or muffled to meet the noise limits specified within this Article.

E. Locate material stockpiles and mobile equipment staging, parking, and maintenance areas as far as practicable from homes and other such noise-sensitive receptors and as directed by the Engineer.

F. The use of noise-producing signals, including horns, whistles, alarms, and bells shall be for safety warning and emergency purposes only.

G. No project-related public address loudspeaker, 2-way radio, or music system including personal or vehicle radio, tape, or CD players or the like shall be audible at any adjacent noise-sensitive receptor.

H. Trucks or other mobile equipment shall not use engine decompression ("Jake Brakes") for deceleration on grades.

I. Post readily visible informational signs at the entrance to the construction site indicating that the site is a "NOISE CONTROLLED ZONE" and that persons and machinery may be barred from the site for violations of the noise control plan and regulations.

F01560-6

J. The operation of percussive equipment such as jackhammers shall not begin prior to 8:00 a.m.

K. The Department may verify compliance with all noise abatement requirements. The cost of any failed test will be deducted from the money due the Contractor up to $500 per test.

3.05 CLEANUP

A. Throughout all phases of construction, including suspension of the work, and until final acceptance of the work, keep the work site and adjacent streets clean and free of rubbish and debris.

B. Promptly remove materials and equipment from the project site as soon as they are no longer needed.

C. Slurry generated by sawcutting operations shall be immediately removed by vacuum cleaning.

3.06 NOT USED

3.07 COMMUNITY RELATIONS

A. To assure community relations are of the highest quality, the Contractor and any subcontractors shall continually endeavor to satisfy the Department's customers, area residents, and business owners and their customers by adhering to the following:

1. Treating community members respectfully and professionally at all times.

2. Responding within one hour to leaks, service disruptions, and other service or operational problems within areas of responsibility.

3. Making good faith efforts to fairly, honestly, and promptly resolve all claims filed by parties which are affected by the work. At the end of each month, submit a report listing all claims filed in conjunction with the work and the status of disposition.

4. Plan and execute the work and coordinate with other utilities and public agencies to minimize

F01560-7 inconvenience to property owners, customers, and commuters.

5. Inform customers, area residents, and commuters, as needed, about the progress of the work and promptly address inquiries and concerns.

B. Conduct operations so as not to close or obstruct any portion of any highway, road, alley, or street unless it is designated for closure or obstruction by the traffic plan.

C. In all streets in which the Contractor’s work may interfere with the vehicular or pedestrian access of the abutting properties, maintain access as follows:

1. Notify the occupants of the obstructed properties 24 hours in advance of any obstruction.

2. If at any time the work is stopped because of inclement weather, keep a representative, materials, and equipment on site to assure that driveways or passageways are kept in a condition suitable for safe passage and immediately take steps to maintain such a condition at all times.

D. Provide for uninterrupted mail service, emergency vehicle access, trash pick-up, and other similar services for affected properties.

E. The Contractor shall erect a temporary 6-foot-high chain link fence in accordance with the drawings or equivalent type of protection, to enclose completely all open excavations. Fencing shall be fastened to posts driven in place and suitably spaced to adequately support the fencing, provide security, and prevent unauthorized persons from entering the Contractor's excavations. The fencing may be fastened to the Contractor's temporary construction facilities or supported by other means, provided the resulting security and support are equivalent to that obtained by using driven posts. Fencing may be removed during working hours to the extent necessary to provide access and working room for the necessary construction operations. The Contractor shall provide equivalent security during these periods.

F01560-8

3.08 DOOR HANGER CONSTRUCTION NOTICES

A. Deliver door hanger construction notices to residences and businesses within 200 feet of the construction project not less than 7 calendar days nor more than 14 calendar days prior to beginning field construction in the area.

B. The Engineer will furnish the door hanger construction notices after installation of the field offices and furnishing of the field and home office telephone numbers. Allow 14 calendar days to prepare the notices after furnishing the telephone numbers to the Engineer.

4.01 MEASUREMENT AND PAYMENT

A. This is a lump sum item.

B. Payment will be made at the contract price bid for Bid Item No. 10. Such payment shall be considered full compensation for furnishing all labor, materials, F01563

SECTION F01563 CONTROL OF WATER

1.02 SUMMARY

A. Control of surface water runoff, groundwater displacement, and other elements required for control of water, when site conditions dictate the need.

1.03 RELATED SECTIONS

A. Section F01330 – Submittals.

1.04 REFERENCES

A. Standard Specifications for Public Works Construction

(SSPWC).

B. Occupational Safety and Health Act (OSHA).

C. Construction Safety Act.

1.05 SUBMITTALS

A. Submit the following in accordance with Section F01330:

1. Distinct, complete, site-specific surface water control plans.

2. Dewatering plans for displaced groundwater control.

This includes temporary storage and disposal.

F01563-2

3.01 PREPARATION AND CONSTRUCTION

A. General: During construction of structures, keep the excavations free of surface water unless otherwise specified.

B. Control surface runoff to prevent entry or collection of water in the excavations.

C. Make provisions to contain and dispose of surplus water, mud, silt, slickings, or other runoff displaced from excavations, or resulting from sluicing or other operations.

A. This is a lump sum item.

B. Payment will be made at the contract price bid for Bid Item No. 8. Such payment shall be considered full

F02230

SECTION F02230 - SITE CLEARING

1.02 SUMMARY

A. Removal of surface debris.

B. Clearing and grubbing.

C. Selective clearing of trees, shrubs, and groundcover.

D. Disposal.

E. Existing Concrete Stairs and Swales, and Property Fences.

1.03 NOT USED

1.04 REFERENCES

A. Standard Specifications for Public Works Construction

(SSPWC).

B. Occupational Safety and Hazard Act (OSHA).

C. Construction Safety Act.

1.05 SUBMITTALS NOT USED

3.01 PREPARATION

A. Conduct site clearing operations to ensure minimum interference with roads, streets, sidewalks, and adjacent properties. Do not close or obstruct streets, sidewalks, or adjacent properties without

F02230-2 permission from authorities having jurisdiction and the Engineer.

3.02 PROTECTION

A. Protect trees, plant growth, and features designated on the drawings to remain as final landscaping.

3.03 CLEARING AND GRUBBING

A. Perform all work necessary to clear and grub the site and to permit installation of the work. Access to the work area shall be obtained exclusively from the Department of Water and Power property. Removal shall include digging out and off-site disposal of trees, and other plant growth, except those noted on the drawings to remain, stumps, roots, brush, rubbish, and debris.

B. Upper soils containing grass, roots and other vegetation shall be stripped from fill areas to a minimum depth of 6 inches and stockpiled or removed from the site and discarded as directed by the Contract Documents and the Engineer.

C. Clear and grub all stockpile areas.

D. Where trees and stumps have been removed, all disturbed and loose soils shall be removed and the cavities backfilled and compacted with approved materials.

E. Perform clearing and grubbing operations in accordance with the requirements of the SSPWC, Section 300-1, except Subsection 300-1.4 of the SSPWC shall not apply.

3.04 NOT USED

3.05 DISPOSAL OF MATERIAL

A. Debris, rubbish, shrubs, roots, brush, grass, weeds, and other unsuitable material designated for disposal shall be disposed of off the Department’s property in accordance with federal, state, and local ordinances.

F02230-3

4.01 MEASUREMENT AND PAYMENT

A. This is a lump sum item.

B. Payment will be made at the contract price bid for Bid Item No. 4. Such payment shall be considered full compensation for furnishing all labor, materials, F02230-4

F02260

SECTION F02260 - EXCAVATION SUPPORT AND PROTECTION

1.02 SUMMARY

A. Furnish excavation support and protection required to retain excavations and embankments for construction of structures, and to prevent movement of existing foundations, substructures, and on-grade features and improvements, see F02300 for casing requirements for the excavation of the pilot holes and reinforced concrete piles.

B. Shoring wall at STA 5+25 as shown on the drawings.

C. Shoring wall between 2920 Lakeridge Drive and 2932 Lakeridge Drive as shown on the drawings.

1.03 RELATED SECTIONS

A. Section F01330 – Submittals.

1.04 REFERENCES

A. Standard Specifications for Public Works Construction

(SSPWC).

B. City of Los Angeles Department of Public Works, Additions and Amendments to the SSPWC (Brown Book).

C. Construction Safety Act.

D. Occupational Safety and Health Administration (OSHA).

E. American Institute of Steel Construction (AISC), Manual of Steel Construction.

F. State of California, Department of Transportation, Trenching and Shoring Manual.

G. Los Angeles Building Code (LABC) and all adopted and recognized standards referenced therein.

F02260-2

H. CCR Title 8, Chapter 4 Construction Safety Order 1540 and 1541 (Cal-OSHA Construction Safety Orders).

1.05 SUBMITTALS

A. Submit the following in accordance with Section F01330:

1. In accordance with Section 6500 of the Labor Code of the State of California, a detailed plan for excavations 5 feet or more in depth indicating the proposed design for shoring, bracing, sloping, or other provisions to be made for worker protection from the hazard of caving soil during excavation.

This plan shall also show how the shoring will protect existing roadway, substructures, and structures influenced by the adjacent excavation.

Include a detailed procedure for the installation and removal of the shoring. Include procedures and equipment, such as shields and modular shores, for excavation support when utilities and other underground obstacles preclude the use of standard shoring methods.

If such plan varies from the shoring system standards established by the Cal-OSHA Construction Safety Orders, the plan shall be prepared by a licensed civil engineer registered in the State of California.

If soldier beams are to be utilized, provide calculations pertaining to block shear at the lifting holes at the top of soldier beams.

If walers are to be utilized, include detail(s) showing how to comply with the wale-to-soldier pile requirements of Subarticle 3.02D of this section.

If members are spliced, include details and calculations for such splices.

2. Submit a distinct, complete submittal, including calculations, for each excavation configuration.

Do not refer to details or calculations submitted for other configurations. Include applicable location by stationing. Each submittal shall incorporate the traffic requirements, overhead

F02260-3 obstructions, substructures, and other factors specific to each location.

3. The Contractor is advised that all shoring designs submitted in accordance with Subarticles 1.05.A.1 and 1.05.A.2 herein are also subject to review and approval by the City of Los Angeles Department of Public Works, Bureau of Engineering (BOE). The Engineer will submit all shoring plans to BOE. The BOE review period is anticipated to add 14 calendar days to the Engineer’s review period for shoring submittals.

4. Computations of shoring plans should be submitted to the project structural and geotechnical engineer for review and approval.

1.06 GEOTECHNICAL REPORTS

A. Refer to the Geotechnical Report entitled “Preliminary Geologic and Soils Engineering Recommendations.

Proposed Landslide Repair Lots 12, 13, 14 & 15, Tract 2900, 2904, 2912 and 2920 Lakeridge Drive for Gary Cohan and Laurent Melin, Mary Lane, and Claire Huchel” dated, September 12, 2005.

B. Summary of Geologic and Geotechnical Exploration and Testing, Proposed Slope Repair dated 9-15-2008 (GH 13194-G)

C. Geotechnical Analysis, Stability of Proposed Temporary Fill Slope, Access and Soldier pile Drill Road dated 12-11-2008.

1.07 SHORING AND BRACING DESIGN

A. Soil Design Pressures: Design all shoring systems utilizing the soil design pressures as indicated in the Geotechnical Report.

Consider site soil conditions encountered, excavation depths, procedures, type of shoring to be used, water level conditions, and perimeter site conditions, as they relate to structures, utilities, and street surcharges.

B. Design Stresses:

F02260-4

1. Steel Shoring and Bracing Components:

a. Calculate design stresses in accordance with the Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings of the AISC Manual of Steel Construction.

b. One-third increase in allowable stress for temporary load condition shall not be used in the design of steel shoring and bracing components.

2. Wood Shoring and Lagging:

a. Calculate design stresses in accordance with the National Design Specification for Wood Construction (NDS).

b. A load duration factor of one shall be used for non-impact soil load.

c. One-fourth increase in allowable stress for temporary load condition shall not be used in the design of wood lagging or shoring system.

C. Reduction of Soil Load due to Arching Action:

1. Arching action shall be considered only for lagging members in soldier pile systems.

2. Location of lagging members and reduction of soil loads due to arching action shall be in accordance with the Geotechnical Report. If the Geotechnical Report does not show this information, substitute Trenching and Shoring Manual of the California Department of Transportation.

D. Responsibility: The requirements of these specifications relating to material, design, and installation procedures and supervision are minimum requirements only and in no way relieve the Contractor of the responsibility to utilize more stringent requirements for proper and safe execution of this work.

F02260-5

3.01 PERFORMANCE REQUIREMENTS - GENERAL

A. The excavated side walls shall be vertical. The entire surface area of the excavated side walls shall be supported.

B. Support excavations such that the soil material adjacent to the excavations will not settle or slide.

C. Prevent surface water from entering excavations by surface dikes, or other water control means approved by the Engineer.

D. A soldier pile shoring system is a system that utilizes cantilever or braced steel H-piles, with steel plates or timber lagging, or both.

E. Recommendations contained in the Geotechnical Report shall be used as minimum guidelines for the installation of excavation support and protection.

F. All required field welding shown on the approved soldier pile submittals shall be performed under continuous inspection by a Department inspector, American Welding Society Certified Welding Inspector, or LA City Deputy Welding Inspector.

3.02 SHORING, SOLDIER PILES, AND LAGGING

A. Do not use the pipeline or appurtenances as a shoring element.

B. Place soldier piles in holes drilled to the required depth as shown on the approved shoring plan.

C. Install plates or lagging as excavation progresses to prevent sloughing of the excavation wall. Install lagging below utilities immediately as the excavation wall is exposed.

D. If wales are used in the shoring system, they shall be welded to the soldier piles. If wales do not have

F02260-6 full flange-to-flange contact with piles, the gap shall be filled with not less than 2 steel spacers, each with a thickness of not less than ½-inch. The maximum gap allowed is 6 inches. The length of each spacer shall be not less than the width of the wale.

The spacers shall be installed vertically, symmetrical about the web of the soldier pile, and welded.

E. For non-wale shoring systems where struts are placed directly between soldier piles, the strut shall be installed level and at a right angle to the trench centerline, with a maximum allowable total, combined vertical and horizontal, deviation of 3 inches.

3.03 REMOVAL AND REPAIRS

A. Removal of shoring shall not cause ground settlement, damage to nearby utilities or structures, or additional loading on the pipe.

B. Remove all shoring components, unless shown otherwise on the drawings.

C. Fill all voids with bedding and backfill material as specified on the drawings.

3.04 MONITORING

A. Monitor, on a daily basis, all excavation support and protection systems including the lateral and the vertical locations of the tops of soldier piles and the lateral movement, along the entire lengths of selected soldier piles.

A. This is a lump sum item.

B. Payment will be made at the contract price bid for Bid Item No. 9. Such payment shall be considered full

F02260-7

F02260-8

F02274

SECTION F02274 – GEOTEXTILES

1.02 SUMMARY

A. Provide geotextiles.

1.03 RELATED SECTION

A. Section F01330 – Submittals.

1.04 REFERENCES

A. Commercial Standards:

1. ASTM D 4355, Standard Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus).

2. ASTM D 4491, Standard Test Methods for Water Permeability of Geotextiles by Permittivity.

3. ASTM D 4533, Standard Test Method for Trapezoid Tearing Strength of Geotextiles.

4. ASTM D 4595, Standard Test Method for Tensile Properties of Geotextiles by the Wide-Width Strip Method.

5. ASTM D 4751, Standard Test Method for Determining Apparent Opening Size of a Geotextile.

6. ASTM D 4833, Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products.

7. ASTM D 4884, Standard Test Method for Strength of Sewn or Thermally Bonded Seams of Sewn Geotextiles.

8. ASTM D 4886, Standard Test Method for Abrasion Resistance of Geotextiles (Sand Paper/Sliding Block Method).

F02274-2

1.05 SUBMITTALS

A. Submit the following in accordance with Section F01330:

1. Shop Drawings:

a. Manufacturer material specifications and product literature.

b. Installation drawings showing geotextile sheet layout, location of seams, direction of overlap, and sewn seams.

c. Description of proposed method of geotextile deployment, sewing equipment, sewing methods, and provisions for holding geotextile temporarily in place until permanently secured.

2. Samples:

a. Geotextile: One-piece, minimum 18 inches long, taken across full width of roll of each type and weight of geotextile. Label each with brand name and furnish documentation of lot and roll number from which each sample was obtained.

b. Field Sewn Seam: 5-foot length of seam, 12-inch wide with seam along center, for each type and weight of geotextile.

c. Securing Pin and Washer: One each.

3. Certifications:

a. Certification from geotextile manufacturer that furnished products satisfy the indicated requirements.

b. Field seam efficiency test results.

1.06 DEFINITIONS

A. Fabric: Geotextile, a permeable geosynthetic comprised solely of textiles.

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B. Minimum Average Roll Value (MinARV): Minimum of series of average roll values representative of geotextile provided.

C. Maximum Average Roll Value (MaxARV): Maximum of series of average roll values representative of geotextile provided.

D. Nondestructive Sample: Sample representative of finished geotextile, prepared for testing without destruction of geotextile.

E. Overlap: Distance measured perpendicular from overlapping edge of one sheet to underlying edge of adjacent sheet.

F. Seam Efficiency: Ratio of tensile strength across seam to strength of intact geotextile, when tested according to ASTM D 4884.

PART 2 - PRODUCTS

2.01 NOT USED

2.02 NON-WOVEN GEOTEXTILE

A. Non-woven geotextile shall be composed of a pervious sheet of polymeric fibers interlaced to form a planar structure with uniform random fiber pattern. Products shall be calendared or finished so that yarns will retain their relative position with respect to each other.

B. Polymeric yarn shall be long-chain synthetic polymers (polyester, polypropylene, or polyethylene) with stabilizers or inhibitors added to make filaments resistant to deterioration due to heat and ultraviolet light exposure.

C. Geotextile Edges: Selvaged or finished to prevent outer material from separating from sheet.

D. Unseamed Sheet Width: Minimum 6 feet.

E. Nominal Weight per Square Yard: 12 ounces.

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F. Physical Properties: Conform to requirements below.

PHYSICAL PROPERTY REQUIREMENTS FOR NON-WOVEN GEOTEXTILE

Property

Requirement

Test Method

Apparent Opening Size (AOS)

No. 60 to No. 120 U.S. Standard Sieve Size

ASTM D 4751

Water Permittivity

1.2 sec.-1, MinARV

Vertical Waterflow Rate

90 gpm/sq ft, MinARV

ASTM D 4491

(Falling Head)

Wide Width Strip Tensile Strength

300 MinARV

ASTM D 4595

Wide Width Strip Elongation

70 percent, MaxARV

ASTM D 4595

Trapezoidal Tear Strength

120 lb, MinARV

ASTM D 4533

Puncture Strength

130 lb, MinARV

ASTM D 4833

Ultraviolet Radiation Resistance

90 percent strength retention, MinARV after 500 hours

ASTM D 4355

2.03 NOT USED

2.04 NOT USED

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PART 3 – EXECUTION

3.01 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. Deliver each roll with sufficient information attached to identify manufacturer and product name or number.

B. Do not store products directly on ground. Ship and store geotextile with suitable wrapping for protection against moisture and ultraviolet exposure. Store geotextile in a way that protects it from elements.

If stored outdoors, elevate and protect geotextile with waterproof cover.

3.02 LAYING GEOTEXTILE

A. Notify the Engineer whenever geotextiles are to be placed. Do not place geotextile prior to obtaining Engineer's approval of underlying materials.

B. Lay and maintain geotextile smooth and free of tension, folds, wrinkles, or creases.

3.03 JOINTS

A. Unseamed Joints:

1. Overlap unseamed joints to the following dimensions unless otherwise indicated in the drawings:

a. Drain Trenches: Minimum 18 inches, except overlap shall equal trench width if trench width is less than 18 inches.

b. Other Applications: Minimum 12 inches.

B. Use sewn seams wherever stress transfer from one geotextile sheet to another is necessary. Sewn seams, as approved by Engineer, also may be used instead of overlap at joints for applications that do not require stress transfer.

1. Seam efficiency shall be minimum 70 percent, verified by preparing and testing minimum of one set of nondestructive samples per acre of each type and weight of geotextile provided. Test according to ASTM D 4884.

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2. Type: "J" type seams are preferred, but flat or butterfly seams will be acceptable.

3. Stitch Count: Minimum 3 to maximum 7 stitches per inch.

4. Stitch Type: Double-thread chainstitch, Type 401, Federal Standard No. 751a.

5. Stitch Location: 2 inches from geotextile sheet edges, or more, if necessary to develop required seam strength.

6. Sewing Machines: Capable of penetrating 4 layers of geotextile.

3.04 SECURING GEOTEXTILE

A. Secure geotextile during installation as necessary with sand bags or other means approved by Engineer.

3.05 PLACING PRODUCTS OVER GEOTEXTILE

A. Before placing material over geotextile, notify Engineer. Do not cover installed geotextile prior to receiving authorization from the Engineer to proceed.

B. If tears, punctures, or other geotextile damage occurs during placement of overlying products, remove overlying products as necessary to expose damaged geotextile. Repair damage as indicated below.

3.06 INSTALLING GEOTEXTILE IN TRENCHES

A. Place geotextile in a way that will completely envelope granular drain material to be placed in trench and with indicated overlap at joints. Overlap geotextile in direction of flow. Place geotextile in a way and with sufficient slack for geotextile to contact trench bottom and sides fully when trench is backfilled.

B. After granular drain material is placed to grade, fold geotextile over top of granular drain material, unless otherwise indicated. Maintain overlap until overlying fill or backfill is placed.

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3.07 SILT FENCE APPLICATIONS

A. Install geotextile in one piece or continuously sewn to make one piece, for full length and height of fence, including portion of geotextile buried in toe trench.

B. Install bottom edge of sheet in toe trench and backfill in a way that securely anchors geotextile in trench.

C. Securely fasten geotextile to a wire mesh backing and each support post in a way that will not result in tearing of geotextile when fence is subjected to service loads.

D. Promptly repair or replace silt fence that becomes damaged.

3.08 REPAIRING GEOTEXTILE

A. Repair or replace torn, punctured, flawed, deteriorated, or otherwise damaged geotextile. Repair damaged geotextile by placing patch of undamaged geotextile over damaged area plus not less than 18 inches in all directions beyond damaged area.

Remove interfering material as necessary to expose damaged geotextile for repair. Secure geotextiles by methods approved by the Engineer.

3.09 REPLACING CONTAMINATED GEOTEXTILE

A. Protect geotextile from contamination that would interfere, in Engineer's opinion, with its intended function. Remove and replace contaminated geotextile with clean geotextile.

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F02300

SECTION F02300 - EARTHWORK

1.02 SUMMARY

A. All earthwork not specified elsewhere in these specifications.

B. All erosion control measures shown on the drawings, and described in this Section.

1.03 RELATED SECTIONS

A. Section F01330 - Submittals.

B. Section F02230 - Site Clearing and Access Road Preparation.

1.04 REFERENCES

A. American Society for Testing and Materials (ASTM) Standards.

B. Standard Specifications for Public Works Construction

(SSPWC).

C. Occupational Safety and Hazard Act (OSHA).

D. Construction Safety Act.

1.05 SUBMITTALS

A. Submit the following in accordance with Section F01330:

1. A sieve analysis from the supplier and, if requested by the Engineer, a certified test report from an Engineer-approved laboratory, both of which shall verify that all fill conforms to the requirements of this section. The submittal shall also describe any borrow sites.

F02300-2

1.06 DEFINITIONS

A. The term relative compaction as used in these specifications is defined as the ratio of in-place field dry unit weight to maximum laboratory dry unit weight of the soil expressed as a percentage. The laboratory maximum dry unit weight will be determined by the Geotechnical Engineer in accordance with ASTM D 1557, and the in-place field dry unit weight will be determined by the Engineer in accordance with ASTM D 1556 or ASTM D 2922. Not less than one sand-cone test will be taken for every 5 nuclear tests in accordance with ASTM D 2992.

B. Volumes shown in these specifications and in the drawings are in-place compacted volumes (fill, backfill, and import) or undisturbed native earth (excavation and export).

1.07 GEOTECHNICAL REPORT

A. All earthwork shall comply with the Geotechnical Report(s) and with the City of Los Angeles Department of Building and Safety (LABS) approval letters.

1.08 QUALITY ASSURANCE TESTING

A. The Geotechnical Engineer will perform all of the relative compaction quality assurance testing and will provide the Contractor with test results within two hours after testing. Notify the Engineer 24 hours prior to the test date. Ten percent of all tests are allowed to be retests. Any retest in excess of 10 percent above the required number of tests shall be paid for by the Contractor at the rate of $400.00 per test and will be deducted from moneys due the Contractor.

B. The frequency of tests in all materials will be determined by the Geotechnical Engineer. A minimum of one test will be performed for every 500 cubic yards of fill or for every 2 feet of thickness of compacted fill, whichever shall occur first, or as directed by the Engineer.

C. Backfill the area disturbed by the test and recompact immediately upon completion of the test.

F02300-3

1.09 NOT USED

1.10 SPECIAL INSPECTIONS AND NOTIFICATIONS

A. These special inspections will be required by the Department and the City of Los Angeles Department of Building and Safety (LADBS):

1. Notify LADBS, Grading Division, in accordance with permit requirements.

2. Notify the Engineer and Geotechnical Engineer prior to excavating temporary cut slopes steeper than 2:1.

3. Notify the Engineer and Geotechnical Engineer immediately upon encountering soil conditions substantially different from those described in the geotechnical reports.

B. Prior to placement of compacted fill the subgrade shall be inspected and approved by the Engineer, the Geotechnical Engineer, and the LADBS Inspector.

C. Keep the following records onsite:

1. Grading plans stamped and approved by LADBS, Grading Division.

2. Daily logs of all earthwork activities. Deliver to the Resident Engineer weekly.

2.01 TYPICAL BACKFILL MATERIAL

A. The following materials shall not be used for backfill:

1. Soil that contains more than 35 percent by weight of material retained on a U.S. Standard No. 4 sieve.

2. Trash, steel, wood, parts of trees, roots, shrubs, sod, and all other organic material.

F02300-4

3. Rocks, broken concrete, and other solid materials larger than 6 inches in their greatest dimension.

4. Expansive clay, any clay having an Expansion Index

EI > 70.

5. Any other deleterious debris or unsuitable soils as determined by the Engineer.

B. Suitable native soil obtained from onsite excavations shall be conditioned in accordance with Subarticle 3.03B of this section. Borrow material is also available from the borrow site shown on the drawings.

3.01 EXCAVATION

A. Excavations shall meet the requirements of the SSPWC, Subsections 300-2.5, 300-3.1, and 300-3.3.

B. Stockpile suitable topsoil, obtained from onsite excavations, separately from all other excavated materials at a location as directed by the Engineer.

C. All disturbed, loose, desiccated, cracked, slaked, or overly wet soils, and any other undesirable soil or material from the subgrade of the structures, shall be removed and replaced with suitable material. If the excavation of the keyway or benching is required beyond the limits on the drawings, the contract will be amended to pay for the additional excavation and fill. If the aforementioned soil conditions are caused by construction activities or by failure to provide protection for the soils, including protection from wetting or drying by natural causes, remove and replace with suitable material.

3.02 NOT USED

3.03 FILL

A. All fill shall meet the requirements of the SSPWC, Subsection 300-3, except Subsections 300-3.2, 300-3.3, 300-3.5.1, and 300-3.6 are deleted.

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B. Soils to be used as fill shall be conditioned prior to placement as follows:

1. Thoroughly mix to achieve a uniform blending.

2. Bring the water content to one (1) percent under to three (3) percent over optimum water content as measured along the laboratory compaction curve for the soil specimen. Subject to the approval of the Engineer, chemical additives may be used in the water applied to the fill material.

3.04 PLACEMENT OF FILL

A. Place as follows:

1. Scarify surface to a depth of 6 inches and sprinkle with water to bring the water content to a minimum of laboratory optimum water content. If the field water content is higher than 3 percent above the laboratory optimum water content, the scarified material shall be allowed to dry until an acceptable water content has been reached. After moisture adjustment, proof roll the subgrade to a firm unyielding condition. The City requires 90 to 95 percent relative compaction as discussed under Subarticle 3.04.A.2.a. The surface will be inspected and subject to approval by the Geotechnical Engineer and the LADBS Grading Inspector before any fill is placed.

2. Place fill in loose lift layers compatible with the material being placed and the type of equipment being used, with uniform water content throughout each lift, and as follows:

a. Unless otherwise noted on the drawings, compact all fill except crushed aggregate base in layers not to exceed 6 inches in depth and to a minimum of 90 percent relative compaction.

Fill material with less than 15 percent finer than 0.005 millimeters, by weight, must be compacted to a minimum of 95 percent relative compaction.

3. Benching: When fill is to be placed and compacted against hillsides or existing fill, the slopes of

F02300-6 the original hillsides and old or new fills shall be horizontally benched to key the fill material to the underlying earth. Benching into bedrock or underlying fill shall be as shown on the grading plan or as specified in the Geologic Report, and old or new fill shall be removed and recompacted, as the fill is brought up in layers, to ensure the new work is constructed on a firm foundation free of loose or disturbed material. For the purpose of this section, fill slopes or hillsides shall be defined as steeper than 5:1. Slopes 5:1 or flatter shall be prepared in accordance with Subsection 300-4.2 of the SSPWC. Material thus cut shall be recompacted along with new fill material, unless additional excavation and recompaction is ordered by the Engineer. The benches should have a maximum vertical height of 5 feet and a minimum vertical height of 2 feet. The contractor should refer to the geotechnical report by Grover-Hollingsworth dated April 28, 2008.

4. Unless otherwise permitted by the Engineer, each layer of fill material shall cover the length and width of the area to be filled before the next higher layer of material is placed. The top surface of each layer shall be approximately level with a crown or crossfall of not less than one in 50, but not more than one in 20, to provide adequate drainage at all times during the construction period.

5. Each layer of fill shall be compacted by approved tamping or sheepsfoot rollers, pneumatic-tired rollers, or other mechanical means acceptable to the Engineer. At locations where it would be impractical because of inaccessibility to use the aforementioned compacting equipment, compact with hand-directed compaction equipment.

6. When soil types or a combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure an adequate bond to the succeeding layer.

F02300-7

7. A minimum 12-inch high berm shall be provided at the top of all descending slopes.

8. All grading shall commence after May 1st and shall be completed no later than November 15th as recommended by the Geotechnical Engineer.

3.05 DISPOSAL OF UNSUITABLE MATERIAL AND EXCESS MATERIAL

A. Dispose on the Department’s property in accordance with federal, state, and local ordinances.

3.06 NOT USED

3.07 NOT USED

3.08 NOT USED

3.09 DRAINAGE AND EROSION CONTROL

A. Design and construct temporary erosion control, and drainage devices to protect cut and fill slopes, excavation bottoms, and other grading as specified in Section F01563 and shown in the drawings. The Contractor shall design and implement additional measures if needed. The devices shall be in place and operable during the rainy season, November 1st through April 15th. Obtain the approval of the LABS, Grading Division, for all temporary erosion control, dewatering, and drainage devices. All drainage shall be conveyed to LABS-designated outlets.

A. At the end of each month, for each slide, the Contractor shall submit computations, for the Engineer’s review, indicating the volume of fill. The pay limits will be the difference between the neat lines shown on the drawings and the initial survey performed by the Department’s Survey Crew as described in Article 8 in Division F1-A. The final payment will be based on the initial survey and the neat lines shown on the drawings.

F02300-8

1. Northern Slide, Middle Slide, and Southern Slide.

B. Payment will be paid on a…