805.03CONSTRUCTION METHODS. The Contractor shall furnish and install sheet piling or

805.03 CONSTRUCTION METHODS. The Contractor shall furnish and install sheet piling or

soldier pile-and-lagging as shown on the Plans or as indicated in the Special Provisions. 805.03.1 General. The Engineer may order additional or stronger bracing and supports at any point where, in his opinion, sufficient and proper bracing and supports have not been provided. The Engineer may order additional temporary sheet piling to be installed when, in his opinion, field conditions make it necessary to properly protect the work under construction or any existing installation affected by the construction. The estimated amount of sheet piling and soldier piles-and-lagging for the Contract, as shown on the Plans or indicated in the Proposal, is the only amount for which the State will make direct reimbursement to the Contractor unless additional sheeting or soldier piles-and-lagging is ordered in writing by the Engineer. Additional temporary sheet piling may also be ordered by the Engineer when indicated by field conditions as specified above. Additional compensation shall be provided for such additional or modified temporary or permanent sheet piling or soldier piles-and-laggi ng which has been directed and/or approved by the Engineer. 805.03.2 Driving Sheet Piling and Soldier Piles. When required by the Plans or Special Provisions, the preconstruction survey of adjac ent structures shall be performed and the findings submitted to the Engineer for his review. No driving shall commence until the Engineer has approved the preconstruction survey. If required in t he Plans or Special Provisions, the Contractor shall perform vibration monitoring during driving of sheeting or piles. The preconstruction survey and vibration monitoring work shall conform to the requirements described in Subsection

804.03 12; Para. a, of these Specifications.

Sheet piling and soldier piles shall be driven reasonably true to the line and depth as indicated on the Plans or as directed by the Engineer. Steam, pneumatic or diesel powered vibratory hammers of appropriate capacity shall be used to drive all sheet piling and soldier piles. Any material which interrupts the driving shall be removed by the Contractor. Soldier piles shall be driven to the location and axial tolerances specified in Para. f of Subsection 804.03.13 of these Specifications, or as otherwise indicated on the Plans.

805.03.3 Pre-drilled Soldier Pile Installation. Soldier piles shall be installed in pre-drilled or pre-

augered holes when required by the Plans or Specia l Provisions, or: 1) when vibratory or impact driving is not permitted; or 2) when obstructions prevent driving and the Engineer authorizes pre- drilling or pre-augering. In the case of 2) above, standard driving shall be resumed when the obstruction has been removed or bypassed. Pre-drilled or pre-augered holes shall be of the diameter shown on the Plans and shall be of sufficiently large diameter such that concrete , lean concrete, or other backfill approved by the Engineer can be installed in the annulus between the soldier pile and the sidewalls of the drilled hole. Drilled or augered holes shall be advanced to the required depth as indicated on the Plans 8−32 or to the depth approved by the Engineer. It shall be the Contractor's responsibility to use those methods and equipment to maintain the sidewalls of the excavated shaft, and to completely clean out and remove soil materials, cuttings, and water from the shaft excavation prior to the installation of soldier piles and concrete backfill. Such effo rts and equipment shall be considered as part of the work and shall not be considered for additional compensation. Soldier piles shall be placed into the shaft such that they do not sustain damage, and shall be vertically centered and aligned such that their final position when backfill ed, meets the specified location and axial tolerances. Damaged or out-of-tolerance soldier piles which must be removed and reinstalled or replaced shall not be measured for payment. Concrete, lean concrete, or other approved backfill shall be placed in the shaft to completely encase the soldier pile. Concrete shall be placed from the bottom of the drilled shaft up to the specified elevation or ground surface. The shaft shall be dewatered before placing concrete backfill. If during pumping excessive water inflow is encountered, the Engineer may require alternative methods to reduce inflow, alter the concrete mix, or approve alternative backfill materials. Concrete backfill shall cure for a minimum of 5 days before excavation and lagging installation begins. Equipment or other construction operations which might disturb the concrete shall not be allowed in the vicinity of the installed pile until the concrete has cured. 805.03.4 Earthwork and Installation of Lagging. Excavation shall conform to the requirements of Subsections 202.03 or 203.03 of these Specifications. Placement and securing of lagging shall closely follow excavation in front of pile-and-lagging such that loss of ground is minimized. Lagging shall be installed horizontally between soldier piles. Excavation shall proceed only as required to set one row of lagging. When one row of lagging has been placed, excavation for the next lower row may commence. 805.03.5 Openings and Cut-offs. The Contractor shall prepare and cut openings within the sheet piling or piles-and-lagging to permit the passage of all necessary utilities. Cost of preparation of openings for passing of utilities shall be included in the applicable unit bid price for sheet piling or soldier pile-and-lagging. Sheet piling, whether temporary or permanent, shall be cut off as necessary during construction to allow work to proceed. Permanent sheet piling shall be cut off in a straight line at the elevations indicated on the Plans. Soldier piles shall be cut off cleanly and horizontally at the elevations indicated on the Plans. Concrete backfill, lagging, and other supports shall be removed to the elevations indicated on the Plans or as directed by the Engineer. 805.03.6 Installation of Ground Anchors. The Contractor shall select the drilling method, the grouting procedure, and the grouting pressure to be used for the installation of the ground anchor as necessary to satisfy the load test requirements. The method of drilling used shall prevent loss of ground above the drilled hole that may be detrimental to the structure or existing structures. If water is used in the drilling operation, the Contractor shall be responsible for controlling and disposing of the water in such a manner that is not harmful to the site, environment, and adjacent property. Any damage caused by loss of ground or inadequate control of water shall be repaired 8−33immediately by the Contractor at no cost to the State. The hole diameter in free length shall not be less than 3 inches nor greater than 12 inches. The hole shall remain open until grouting begins. Casing may be necessary to maintain a clean open hole. Casing, if used, shall be removed as grouting progresses unless permitted by the Engineer to be left in place. The tendon shall be inserted into the drilled hole without difficulty. When the tendon cannot be completely inserted, it shall be removed and the drill hole cleaned or re-drilled to permit insertion of the tendon without difficulty. Partially inserted tendons shall not be driven or forced into the hole. The location, inclination, and alignment of the drilled hole shall be as shown on the Plans. Inclination and alignment shall be within plus-or-minus 3 degrees of the planned angle at the bearing plate and within plus-or-minus 12 inches of the planned location at the ground surface (point of entry). The Engineer shall be responsible for determining the anchor bond length necessary to develop adequate load capacity to satisfy anchor testing acceptance criteria for the design load shown on the Plans. However, the drilled anchor hole shall not extend outside of the right-of-way limits shown on the Plans. The minimum bond length shall be 10 feet in competent rock, 15 feet in soil, or the minimum shown on the Plans. The anchor hole shall extend a minimum of 1 foot beyond the tendon length to be installed by the Contractor. The grouting equipment shall produce a grout free of lumps and undispersed cement. A positive displacement grout pump shall be equipped with a gauge to monitor and record grout pressures. The pressure gauge shall be capable of measuring pressures of at least 150 psi or twice the actual grout pressures anticipated, whichever is greater. The grouting equipment shall be sized to enable the grout to be pumped in one cont inuous operation. The mi xer shall be capable of continuously agitating the grout. The grout shall be injected at the lowest point of the drill hole. The hole shall be filled with grout progressively from the bottom to the top to prevent air voids. The grout may be pumped through grout tubes, casings, hollow-stem augers, or drill rods. The grout shall be placed after the insertion of the tendon into the drill hole. The quantity of grout and the grout pressures shall be recorded by the Contractor. The grout pressures and quantities shall be controlled to prevent heave of the ground or fracturing of rock formations. Except where modified below, the grout above the top of the bond length may be placed at the same time as the bond length grout, but it shall not be placed under pressure. The grout at the top of the hole shall stop a minimum of 6 inches from the back of the structure or trumpet, whichever is lowest. If the ground anchor is installed in fine grained soil using a drilled hole larger than 6 inches in diameter, then the grout above the top of the bond length shall be placed after the ground anchor has been successfully load tested. If the grout is placed in two stages, the initial stage must completely fill the hole to a point 2 feet above the bond length portion of the ground anchor. The entire drill hole may be grouted at the same time if the Contractor can demonstrate that the ground anchor system does not derive a significant portion (less than 5 percent) of its load resistance from the soil above the bond length portion of the ground anchor. Upon completion of grouting, the grout tube may remain in the drill hole provided it is filled with grout. Also, after grouting, the tendon shall not be loaded for seven days, unless otherwise approved by the Engineer. 8−34 Tendons shall be free of dirt, detrimental rust (see below), or other deleterious substances. Prior to installation, tendons shall be handled and stored in such a manner as to avoid corrosion and physical damage. Damage such as abrasions, cuts, nicks, welds, weld splatters, or heavy corrosion and pitting will be cause for rejection of the element. A slight rusting, provided it is not sufficient to cause pits visible to the unaided eye, shall not be cause for rejection. Rejected elements shall be replaced at no additional cost to the State in terms of either material replacement and/or resulting time delays. Grounding of welding leads to the tendon is not permitted. The bond length of the tendon shall be degreased prior to installation in the hole. No solvent residue shall remain on the tendon. Each ground anchor shall be load tested by the Contractor. No load greater than 10 percent of the design load may be applied to the ground anchor prior to load testing. The stressing equipment shall be placed over the ground anchor in such a manner that the jack, bearing plates, load cell, and stressing anchorage are axially aligned with the tendon and the tendon is centered within the equipment. The test shall be simultaneously applied to the entire tendon. During all testing, the movement of the tendon shall be re corded at each load increment to the nearest 0.001- inch with a dial gauge or vernier scale. Measurements shall be taken from a fixed reference point and shall have adequate travel clearance so that total ground anchor movement can be measured without resting the device. The jack load should be monitored with a load cell. Each load increment shall be fully applied as rapidly as possible (preferable in less than 30 seconds after the jack pump is started). When the theoretical elastic elongation of the total anchor length at the maximum test load exceeds the jack's ram length, the procedure for recycling the jack ram must be approved by the Engineer. The load testing shall be proceeded by incrementally loading the ground anchor in accordance with the following schedule. The load shall be raised from one increment to another immediately after recording the ground anchor movement. Test Load Schedule AL 0.25 DL 0.50 DL 0.75 DL 1.00 DL 1.20 DL 1.33 DL 1.0 DL - LO Where: AL = Alignment Load DL = Design Load LO = Lock Off Load Except for the 1.33 DL load, each load shall be held until movement stabilizes, but a minimum of 1 minute, and the ground anchor movement measured to the nearest 0.001-inch from a fixed reference point. The maximum test load (1. 33 DL) shall be held constant for a minimum of 5 minutes with movement measurements made at 0, 0.5, 1, 3 and 5 minutes. If the difference between the 0.5 and 5 minute-measurement is greater than 0.08-inch, then the 1.33 DL shall be held constant for an additional 50 minutes with measurements taken at 15, 20, 30, 45, and 60 8−35minutes. A graph shall be constructed showing a plot of ground anchor movements versus load for each load increment in the test. At the completion of a successful load test, the anchor load shall be reduced to 1.0 DL and transferred to the permanent stressing anchorage. The ground anchor may be completely unloaded prior to lock-off. After transferring the load and prior to removing the jack, a lift-off load reading shall be made. The lift-off load shall be within 10 percent of specified lock-off load. If the load is not within 10 percent of the lock-off load, the anchorage shall be reset and another lift-off reading shall be made. This process shall be repeated until the desired lock-off load is obtained.

805.04.8 Ground Anchors will be measured by the number of units actually installed in

accordance with the Plans and/or as directed by the Engineer. No change in the number of ground anchors to be paid for will be made because of the use, by the Contractor, of an alternative number of ground anchors. 805.05 BASIS OF PAYMENT. 805.05.1 Permanent Sheet Piling, Temporary Sheet Piling, and Temporary Sheet Piling Abandoned in Place. The accepted quantity of "Permanent Sheet Piling," "Temporary Sheet Piling" and “Temporary Sheet Piling Abandoned in Place” will be paid for at their respective contract unit prices per square foot as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, and equipment, including driving, bracing, cutting and removal of excess quantities, removal of temporary sheet piling, and all incidentals required to finish the work, complete and accepted by the Engineer. 805.05.2 Soldier Piles Driven. The accepted quantity of "Soldier Piles Driven" shall be paid for at the contract unit price per each as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, equipment, and all incidentals required to furnish and install piles, completed and cut off, and accepted by the Engineer. 805.05.3 Soldier Piles Pre-drilled. The accepted quantity of "Soldier Piles Pre-drilled" or pre- augered shall be paid for at the contract unit price per each as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, and equipment to pre-drill and maintain holes including dewatering and clean out, furnish and install piles, other materials including casing, concrete or other specified backfill, and all incidentals required to finish the work, complete and accepted by the Engineer. 805.05.4 Drilling or Augering to Remove Obstructions. When approved by the Engineer, the accepted quantity of "Pre-drilling or Pre-augering to Remove or Pass Obstructions" shall be paid for at the contract unit price per linear foot as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, and equipment and all incidentals required to 8−37pre-drill, clean out, and maintain holes, complete and accepted by the Engineer.

805.05.5 Lagging Installed. The accepted quantity of "Lagging" shall be paid for at the contract

unit price per square foot listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, equipment and all incidentals required to furnish, install and secure lagging between soldier piles, including remova l of concrete backfill as necessary to secure lagging, walers, or bracing to piles, complete and accepted by the Engineer. 805.05.6 Walers and Bracing. The accepted quantity of "Walers and Bracing" shall be paid for at the contract price per linear foot as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, equipment, and materials required to furnish, install, and secure walers and bracing, complete and accepted by the Engineer.

805.05.7 Ground Anchors. The accepted quantity of “Ground Anchors” shall be paid for at the

contract unit price per each as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, equipment, tool s and materials, and all incidentals required to furnish and install the ground anchors, including testing, complete and accepted by the Engineer. SECTION 806 TIMBER CONSTRUCTION

806.01 DESCRIPTION. This work consists of the provision of heavy timber construction for bridge

superstructures, roadway decks, sidewalks, railings, and for other similar purposes at the locations indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. 806.02 MATERIALS. 806.02.1. Timber. Sawn lumber, structural glued laminated timber and wood preservative treatment shall conform to the requirements of SECTION M.11; TIMBER.

806.02.2 Hardware. Metal fastenings required for timber connections or for connecting timber to

concrete or steel work shall conform to the applicable requirements of Subsection M.05.04.13 of these Specifications. 806.03 CONSTRUCTION METHODS.

806.03.1 Workmanship. All timber shall be accurately cut and framed to a close fit in such

manner that the joints will have even bearing over the entire contact surfaces. Unless otherwise specified, nails and spikes shall be driven just sufficiently to set the heads flush with the surface of the wood. Deep hammer marks in wood surfaces shall be considered evidence of poor workmanship and shall be deemed sufficient cause for rejection of the work. 806.03.2 Preservative Treatment of Timber and Lumber. All timber and lumber designated for 8−38 treatment in the Contract Documents shall be treat ed by the pressure process in accordance with the standard practices of the American Wood Preservers Association (AWPA). AWPA standard specifications and practices for Preservative s, Commodities, Analysis, Miscellaneous Standards, and Evaluation Standards shall be as specified in the Contract Documents. If not so-specified, the appropriate standards and specifications from AWPA for the project conditions shall be utilized. Unless otherwise specified, the pressure process utilized shall be the "empty cell" process, followed by an expansion bath where applicable, vacuum to 22 inches of mercury at sea level and final steam cleaning. The preservative utilized shall be as specified in the Contract Documents. 806.03.3 Handling of Timber and Lumber.

807.01 DESCRIPTION. This work consists of the construction of masonry structures and masonry

portions of composite structures of various types at the locations indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. 807.01.1 Cut Stone Masonry (Ashlar). Cut stone masonry or masonry veneer shall be dressed and tooled to fixed dimensions as indicated on the Pl ans or otherwise specifi ed, and shall be laid in range or random courses in a cement mortar bed.

807.01.2 Split Face Masonry . Split face masonry or veneer shall be composed of quarry stone

laid in range or random courses in a cement mortar bed; shall be substantially level and follow the pattern shown on the Plans. It shall include, unless otherwise specified, coping, quoin and belt stones shaped to line and grade. A reasonable proportion of the joints shall be splayed from the vertical as indicated. Split faced masonry may consist of a fascia wall one stone thick backed with concrete or constructed of solid stone masonry. 807.01.3 Rubble Masonry. Rubble masonry shall be composed of irregular stones laid as coursed or uncoursed rubble in a cement mortar bed. Rubble masonry may consist of either a fascia wall one stone thick backed with concrete or constructed of solid stone masonry. Rubble masonry shall be constructed in accordance with the applicable requirements of SECTION 911; STONE MASONRY WALLS , of these Specifications.

807.01.4 Dry Rubble Masonry. Dry rubble masonry shall be com posed of irregular stones laid as

coursed or uncoursed rubble without the use of cement mortar. Dry rubble masonry shall be constructed in accordance with the applicable requirements of SECTION 912; REMOVE AND REBUILD DRY STONE MASONRY WALLS , of these Specifications.

807.01.5 Concrete Block or Brick Masonry. Concrete block and brick masonry shall consist of concrete blocks or brick laid in cement mortar and may be unreinforced or reinforced with steel reinforcing. Block or brick pavements are not included under this designation.