572SOLDIER PILE RETAINING WALL

462

The maximum test load in a proof test shall be held for 10 minutes. The load-hold period shall start as soon as the maximum test load is applied and the anchor movement with respect to a fixed reference shall be measured and recorded at 1, 2, 3, 4, 5, 6, and 10 minutes. If the anchor movement between 1 and 10 minutes exceeds 0.04 inches, the maximum test load shall be held of an additional 50 minutes. If the load-hold is extended, the anchor movements shall be recorded at 20, 30, 40, 50, and 60 minutes. If an anchor fails in creep, retesting will not be allowed.

A performance or proof tested ground anchor with a 10-minute load hold is acceptable if the:

between 1 and 10 minutes; and

elongation of the tendon unbonded length. A verification, performance or proof tested ground anchor with a 60-minute load hold is acceptable if the:

inches/log cycle of time and is a linear or decreasing creep rate.

elongation of the tendon unbonded length. If the total movement of the ground anchors at the maximum test load does not exceed 80 percent of the theoretical elastic elongation of the tendon unbonded length, the Contractor shall replace the ground anchor at no additional cost to the Department. Retesting of a ground anchor will not be allowed. Ground anchors that have a creep rate greater than 0.08 inches/log cycle of time can be incorporated in the finished Work at a load equal to ½ its failure load. The failure load is the load carried by the anchor after the load has been allowed to stabilize for 10 minutes. When a ground anchor fails, the Contractor shall modify the design, the construction procedures, or both. These modifications may include, but are not limited to, installing replacement ground anchors, modifying the installation methods, increasing the bond length or changing the ground anchor type. Any modification that requires changes to the Structure shall have prior approval of the Engineer. Any modifications of design or construction procedures shall be at the Contractor’s expense. Upon completion of the test, the load shall be adjusted to the lock-off load indicated in the Plans and transferred to the anchorage device. The ground anchor may be completely unloaded prior to lock- off. After transferring the load and prior to removing the jack a lift-off reading shall be made. The lift- off reading shall be within 10 percent of the specified lock-off load.

572.06Method of Measurement

The Soldier Pile Retaining Wall will be measured in units of square yards or square feet of the exposed face of the wall as designated in the plans. If the working drawings show vertical and horizontal limits that are less than what is shown on the plans, then the measurement will be made on the limits shown on the working drawings.

572.07Basis of Payment

The Soldier Pile Retaining Wall will be paid for at the contract unit price. This payment shall be full compensation for all submittals, labor, equipment, tools, materials (concrete, flowable backfill, reinforcing steel, piling, structural steel, ground anchor and corrosion protection systems, lagging, drainage, Shotcrete, concrete panels,etc.), material tests, field tests and incidentals necessary to acceptably fabricate and test the wall components and construct the wall. This payment shall also be full compensation for furnishing and placing the reinforcing steel for the wall facing. Excavation will be covered under other items of work.

572-B Soldier Pile Retaining Wall, * , **, ***– per square feet * “Temporary”, “Permanent”, or “with Permanent Ground Anchors” ** Type Wall Fascia (Shotcrete, Concrete Panels, Lagging) *** Wall Identification, if required. (i.e. Number 1, Number 2, etc.) AGGREGATE FOUNDATIONS 463

AGGREGATE FOUNDATIONS

573.01Description

This work shall consist of designing and constructing aggregate foundations at the locations shown on the Plans. The aggregate foundations are also referred to as either "stone column" foundations or "compacted aggregate" foundations.

573.02Materials

Unless approved otherwise by the Engineer, the aggregate for aggregate foundations shall be Number 410 coarse aggregate meeting the requirements given in Section 801.

573.03Design Requirements for Aggregate Foundations

The Contractor shall be responsible for insuring that the size, pattern, and spacing of the aggregate foundations are adequate to provide the required bearing capacity, settlement control, and global slope stability. The Contractor shall be fully responsible for all assumptions made about the strength of the soil and rock and all implications that the properties of the soil and rock have on the design, constructability and stability. The design of the aggregate foundations shall meet the requirements given in the AASHTO Standard Specifications for Highway Bridges. These requirements shall include the following:

Manual FHWA-SA-98-086R;

wall bearing elevation;

573.04Submittal of Designs, Details and Construction Procedures

The Contractor shall submit Working Drawings in accordance with Article 105.02. The Engineer will not approve the submittal of the design calculations, foundations details and construction procedures but will review the submittal for completeness.

The design calculation sheets shall have the project number, foundation locations, initials of preparer, and page number at the top of each page. An index page shall be included to provide a list of the pages of the design calculations. The design calculations shall include an explanation of all symbols on the calculations, a description of computer programs used in the design, and at least one hand calculation documenting the computer program results. The design calculations shall indicate the target minimum replacement ratio at each section.

The design calculations shall include diagrams of the critical design cross section geometry including soil and rock strata and the location, size and depth of the foundations. The design cross sections shall also include the critical slip surface shown where it will result in the minimum factor of safety.

The soil and rock shear strengths (friction angle and cohesion) and unit weights shall be shown for each soil and rock strata. Geotechnical data is provided in the contract documents. Supplementary geotechnical data may be available and may be obtained from the Materials and Tests Engineer. Any additional subsurface information needed to design the aggregate foundations shall be the responsibility of the Contractor.

The comparison of the calculated factors of safety and the minimum required factors of safety shall be shown for the design. AGGREGATE FOUNDATIONS 464

A drawing of the plan view of the aggregate foundations shall be submitted. The following details shall be shown on the plan view:  A reference baseline;  The offset from the construction centerline or baseline to the foundations;  Size and alignment of the foundations;  Right-of-way and permanent or temporary construction easements limits, location of all known active and abandoned existing utilities, adjacent structures and other potential interferences.  The centerline of any drainage structure or drainage pipe behind, passing through, or passing under the foundations;

A drawing of the elevation view of the aggregate foundations shall be submitted. The following details shall be shown on the elevation view:  The elevation at the top and bottom of the foundations;  Size and alignment of the foundations;  Schematic and elevations of the structures supported by the foundations;  The centerline of any drainage structure or drainage pipe behind, passing through, or passing under the foundations.

Construction procedures shall be submitted to identify all of the processes, equipment, tools and materials required for the construction and testing of the aggregate foundations. A quality control plan and examples of forms proposed for the documentation of construction daily progress reports and testing shall be submitted with the construction procedures.

573.05Approved List of Aggregate Foundation Specialty Contractors

The following aggregate foundation design-build specialty Contractors are approved to perform the work:  Geopier Rammed Aggregate Piers; Geopier Foundation Company; 150 Fairview Road, Suite 335; Mooresville, North Carolina 28117;  Vibro-Pier; Keller North America, Inc.; 2 Perimeter Park South, Suite 229E Birmingham, AL 35243; William Wright, P.E. Phone: 205-890-9210. Other aggregate foundation specialty Contractors will be given consideration for approval. Consideration for approval will be given to specialty Contractors that can provide documentation that they have successfully designed and constructed at least 3 projects in the last 3 years where the construction of permanent aggregate foundation totals at least 50 foundations.

573.06Construction Requirements

The foundation excavation, construction and testing shall be performed in accordance with the requirements shown on the submittal of foundations details and construction procedures distributed by the Engineer.

The Contractor shall furnish a complete and accurate record of aggregate foundation installation to the Engineer. The record shall indicate the foundation location, length, drilled diameter, average lift thickness, and final elevations of the base and top of the foundations. The record shall also indicate the type and size of the densification equipment used. The Contractor shall immediately report any unusual conditions encountered during installation to the Engineer.

Excavation shall be extended if the Engineer determines that further excavation is necessary for the removal of soft or yielding areas that may be uncovered. Sheeting and shoring may be required to protect the site of the excavation. Excavation will be paid for under other items of work (Section 210). Sheeting and shoring will also be paid for under other items of work (Section 215).