2-25 ADA Detectable Warning Tiles

Transcription

1 1. Measurement: CHAIN LINK FENCE, 5 will be measured for payment in place in linear feet along the top of the fence from center to center of end posts, excluding the length occupied by gates. 2. Payment: This work will be paid for at the contract unit price per linear foot for CHAIN LINK FENCE, ADA Detectable Warning Tiles A. Description: This work will include furnishing all labor, materials, tools and equipment required to install ADA DETECTABLE WARNING TILES, including appurtenant items associated with construction of this item. This work consists of casting in place cast iron tactile/detectable warning truncated dome tiles on ramps for people with disabilities. This work will be done in coordination with PCC sidewalk, 5- inch, where shown on the Plans or as directed by CDOT. Tactile/detectable warning tiles must be installed across the entire width of the depressed curb, perpendicular to the direction of travel and per the CDOT Standard Details. B. Submittals 1. The Contractor must submit the manufacturer's literature describing products, installation procedures and routine maintenance for the review and approval of the Commissioner. 2. Samples for verification purposes: submit two (2) samples minimum 8" square of the kind proposed for use. 3. Layout drawings are required for products specified showing plans of placement including joints, sizes, types, and quantity of tiles to be used at each ramp, and an outline of installation materials and procedures. 4. Submit copies of manufacturer's specified maintenance practices for each type of tactile system and accessory as required. C. Quality Assurance 1. Provide tactile system and accessories as produced by an approved manufacturer. 2. Engage an experienced installer certified in writing by tactile manufacturer as qualified for installation, who has successfully completed installations similar in material, design, and extent to that indicated for Project. 3. Provide tactile warning surfaces which comply with the detectable warnings on walking surfaces section of the Americans with Disabilities Act (ADA) (Title 49 CFR Transportation, Part 37.9) 4. The tile must incorporate an in-line dome pattern of truncated domes 0.2" in height, 0.9" diameter at the base, and 0.4" diameter at top of dome spaced 2.35" nominal as measured on a diagonal and 1.70" nominal as measured side by side. For wheelchair safety the field area must consist of a non-slip surface with a minimum of raised points 0.045" high, per square inch. Page 26 of 128

2 D. Approved Manufacturers/Products: 1. East Jordan Iron Works, 301 Spring Street, East Jordan, MI 49727, Neenah Foundry, 2121 Brooks Avenue, Neenah, WI 54956, Pioneer Detectable, LLC, N8060 Maple Street, Ixonia, WI 53036, Advantage Cast Iron, 241 Main Street, Suite 100, Buffalo, NY 14203, Detectable Cast Iron ADA Plates, Detectile Corporation, 603 Mallard Lane, Oak Brook, IL 60523, E. Dimensions: Tile assemblies must be held within the following dimensions and tolerances: Length and Width: 24"x 24" nominal square and triangle, 12"x 24" nominal, plus or minus 1/16". Radii: 4', 6', 8', 10', 12', 15' nominally, plus or minus 1/16" Depth: Face Thickness: Warpage of Edge: 1.500" ± 5% max "± 5% max ± 0.5% max. F. Tile Characteristics: 1. Slip Resistance-wet/dry static coefficient of friction on top of domes and field area, ASTM-C Tensile Strength- +10,000 psi, ASTM-A48 3. Abrasive Wear- BYK - Gardner Tester ASTM-D2486 with reciprocating linear motion of 37 ± cycles per minute over a 10" travel. The abrasive medium, a 40-grit Norton Metallite sand paper, to be fixed and leveled to a holder. The combined mass of sled, weight, and wood block to be 3.2 lb. Average wear depth must not exceed after 1000 abrasion cycles measured on the top surface of the dome representing the average of three measurement locations per sample. 4. Fire Resistance- flame spread - 25, ASTM-E84 5. Gardner Impact to geometry "GE" of the standard when tested by ASTM-D to have a mean failure energy expressed as a function of specimen thickness of not less than 450 lbft/in. A failure is noted if a hairline fracture is visible in the specimen. G. Delivery, Storage' and Handling 1. Deliver detectable warning panels to worksite in such quantities and at such times to assure continuity of installation. Handle and transport units in a position consistent with their shape and design in order to avoid excessive stresses or damage. Page 27 of 128

3 2. Store units at worksite to prevent cracking, distorting, warping, staining or other physical damage and so that markings are visible. 3. Keep panels under cover and protected until installed. H. Site Conditions 1. Environmental Conditions and Protection - Maintain minimum temperature of 40 degrees F in spaces to receive tactile tiles for at least 48 hours prior to installations, during installation, and for not less than 48 hours after installation. Store tactile tile material in spaces where they will be installed for at least 48 hours before beginning installation. Subsequently, maintain minimum temperature of 40 degrees F in areas where work is completed. I. Extra Stock 1. Deliver extra stock to storage area designated by the Engineer. Furnish new materials from same manufactured lot as materials installed and enclose in protective packaging with appropriate identification for cast-in-place tactile tiles. Furnish not less than two(2)% of the supplied materials for each type, color and pattern installed. J. Guarantee 1. Cast-in-place tactile tiles must be guaranteed in writing for a period of five years from date of final completion. The guarantee includes defective work, breakage, deformation, and loosening of tiles. K. Installation 1. The physical characteristics of the concrete must be consistent with the Contract specifications while maintaining a slump range of 4"-7" to permit solid placement of the Castin-Place Tile System. An overly wet mix will cause the Cast-in-Place System to float, therefore under these conditions suitable weights such as 2 concrete blocks or sandbags (25 lb) must be placed on each tile. 2. Prior to placement of the Cast-in-Place System, the layout drawings as specified in the submittal section must be reviewed. 3. The concrete pouring and finishing operations require typical mason's tools, however, a 4' long level with electronic slope readout, 25 lb. weights, vibrator and small sledge hammer with 2" x 6" x 20" wood tamping plate are specific to the installation of the Cast-in-Place System. 4. The concrete must be poured and finished, true and smooth to the required dimensions and slope prior to tile placement. Immediately after finishing the concrete, the electronic level should be used to check that the required slope is achieved. The tile must be placed true and square to the curb edge in accordance with the Contract Drawings. The Cast-in-Place Tiles must be tamped or vibrated into the fresh concrete to ensure that the field level of tile is flush to the adjacent concrete surface. The Contract Drawings indicate that the tile field level (base of truncated dome) is flush to adjacent surfaces to permit proper water drainage and eliminate tripping hazards between adjacent finishes. The tolerance for elevation differences between tile and adjacent surface is 1/16". Place the second panel next to the first, leaving no gap (tiles must be abutted to one another) and press into the wet concrete using a twisting Page 28 of 128

4 back and forth motion. Be certain that the second panel is even and level with the first and with the surrounding concrete. 5. Immediately after tile placement, the tile elevation is to be checked to adjacent concrete, the tile elevation and slope should be set consistent with Contract Drawings to permit water drainage to curb as the design dictates. While concrete is workable, a steel trowel must be used to trowel the concrete around the tile perimeter to the field level of the tile, Trowel concrete flat, remove any excess concrete and leaving no gap (tiles must be abutted to one another) between the panels. Apply broom finish or other recommended finish to the area immediately surrounding the panels. 6. Following the placement, review installation tolerances to Contract Drawings and adjust tile before the concrete sets; 2 suitable weights of 25 lbs each must be placed on each tile as necessary to ensure solid contact of the tile underside of concrete. L. Cleaning and Protecting 1. Protect tiles against damage during construction period to comply with tactile tile manufacturer's specification. Tiles damaged prior to placement will be replaced at the Contractor's cost. 2. Protect tiles against damage from rolling loads following installation by covering with plywood or hardwood. 3. Clean tactile tiles not more than four days prior to date scheduled for inspection intended to establish date of substantial completion in each area of Project. Clean tactile tile by method specified by tactile tile manufacturer. M. Measurement and payment: 1. Measurement: ADA DETECTABLE WARNING TILES will be measured in place per square foot. 2. Payment: The work under this item will be paid for at the contract unit price per square foot as shown in the Schedule of Unit Prices for ADA DETECTABLE WARNING TILES which price will include all labor, installation, equipment, materials and incidental work necessary to complete the work as specified Traffic Control and Protection A. Description: Work under this item must be performed in accordance with Section 701 of the Illinois Department of Transportation Standard Specifications for Road and Bridge Construction (adopted January 1, 2012) and subsequent special provisions. This work must consist of furnishing, installing, maintaining, relocating and subsequently removing all signs, signals, markings, traffic cones, barricades, chain link fence, warning lights, flaggers and other devices which are to be used for the purpose of regulating, warning or guiding traffic during the construction of this improvement. B. General Requirements: Vehicle Control must be in accordance with the applicable section of the Standard Specifications, the applicable guidelines contained in the Illinois Manual on Uniform Page 29 of 128

5 1. Measurement: TRNECH DRAIN, 12 will be measured for payment in place and calculated in linear feet. 2. Payment: This work will be paid for at the contract unit price per linear foot for TRNECH DRAIN, Clearing and Grubbing A. Description: Work under this item must be performed in accordance with Section 201 of the Illinois Department of Transportation Standard Specifications for Road and Bridge Construction (adopted January 1, 2012) and subsequent special provisions. Exception: Trees with diameters greater than 6" shall be included with this item, there are approximately twenty (20) such trees in the limits of construction. Limits of construction shall be considered the area bounded by the limits of new work as designated in the plans including excavation limits. B. Measurement and Payment: 1. Measurement: CLEARING AND GRUBBING will be measured for payment on a lump sum basis. 2. Payment: This work will be paid for at the contract lump sum price for CLEARING AND GRUBBING. ***END OF SECTION*** Page 45 of 128

6 a. The pressure machine to be used shall be a non-fired pressure vessel, built to ASME code requirements for 125 psi working pressure. b. The equipment to be used shall be capable of delivering a nozzle pressure between 90 and 100 psi. D. Measurement and Payment 1. Measurement: Concrete Removal shall be measured for payment in cubic yards removed. The number of cubic yards of removal will be computed from dimensions shown on the plans or from revised dimensions authorized by the Engineer. 2. Payment: This work will be paid for at the contract unit price per cubic yard for CONCRETE REMOVAL Structure Excavation A. General: This Section specifies the requirements for structure excavation required for the rehabilitation of the bridge within the limits shown on the plans and as specified herein. The work under this section includes furnishing all labor, tools, materials and equipment necessary for excavation and backfilling associated with the construction of the structure, and shall include, but not be limited to, the removal and disposal of all excavated materials; drains and other items encountered during the course of excavation; bailing, pumping and draining; and backfilling and compacting with material to the top of subgrade as directed by the Engineer. B. Disposal: Material is to remain on Company property and so hauled and placed at designated locations on-site. C. Excavation Requirements: The excavation will be performed in the areas as shown on the plans and as instructed by the Engineer. Prior to backfilling behind wingwalls or structures with porous granular backfill, the existing subgrade shall be benched and uniformly compacted to not less than 95% of the Standard Proctor maximum dry density, ASTM D698, determined for this material to a depth of at least one foot. All excavated material shall be disposed of at a location approved by the Company. Backfilling shall proceed in accordance with the section Porous Granular Backfill immediately after installation of the waterproofing membrane and the drainage system where applicable, but not prior to 14 days after placement of concrete of the wall to be backfilled, or three days where high early strength concrete is used and as approved by the Engineer. D. Measurement and Payment 1. Measurement: The quantity of Structure Excavation will be measured in its original position. Horizontal dimensions will not extend beyond vertical planes 1 foot outside of the edges of elements to be constructed. The vertical dimension for Structure Excavation will be the average depth from the surface of the material to be excavated to the bottom of the element as shown on the plans or as directed by the Engineer. 2. Payment: The quantity of structure excavation and backfill, as measured above, will be paid for at the Contract unit price per cubic yard for STRUCTURE EXCAVATION. The above price will be full compensation for furnishing all material, equipment and labor required to accomplish Structure Excavation, including removal and disposal of existing debris and unsuitable soil, backfilling, placing and compacting the necessary fill within the excavated Page 70 of 128

7 Specifications for Epoxy-Coated Reinforcing Steel Bars, ASTM A775. For tying epoxy coated bars, tie wires shall be epoxy coated. Epoxy-coated reinforcing steel bars sustaining damage to the epoxy coating shall be repaired by repainting with epoxy to the satisfaction of the Engineer. For splicing, the bars shall be lapped as shown on the plans and shall be securely wired at all intersections. Reinforcing bars shall be bent cold in the shop or in the field around a pin not less than 6 times the diameter of the bar. Reinforcing partially embedded in concrete or in mortar in dowel holes shall not be field bent, except as permitted by the Engineer. Welded wire fabric shall conform to ASTM A815 and shall be lapped a minimum of 6 inches at all intersections. 1. Epoxy Grout for Dowels and Anchor Bolts a. Reinforcing dowels and anchor bolts shall be set using Sika Corp. Sikadur 32, Hi- Mod epoxy adhesive or approved equal in accordance with the manufacturer's recommendations. Sikadur 32 grout shall be used when the temperature for the previous 48 hours has been above 40 F, with temperature forecasts to remain above 40 F for the next 12 hours. For temperatures below 40 F, the Contractor may submit to the Engineer a cold weather grouting product for consideration. b. Epoxy grout materials shall not be diluted with solvents. c. All free water shall be removed from dowel and anchor bolt holes by an air jet or by vacuum before placing epoxy grout. Epoxy grout shall be poured into the dowel or anchor bolt hole in sufficient quantity to completely fill the hole when the dowel or anchor bolt is inserted. The dowel or anchor bolt shall be inserted in the liquid grout and agitated to completely wet the perimeter of the dowel or bolt and to completely fill the annular space around the dowel or bolt. A small amount of grout may be added if the annular space is not filled flush with the surrounding surface. Grouted dowels and anchor bolts shall not be disturbed for at least 12 hours after installation. 2. Mechanical splices shall be performed with bar splicer assemblies. The assemblies shall be of an approved type (submit to Engineer for approval) and shall develop, in tension, at least 125 percent of the yield strength of the lapped reinforcement bars. The bar splicer assemblies shall be epoxy coated according to AASHTO M Measurement and Payment: Reinforcing steel will not be measured for payment. No payment will be made as such for Reinforcing Steel. All costs associated with supplying and installing reinforcing steel (including setting dowels and anchor bolts) and mechanical splices shall be included in the unit price for Cast-In-Place Concrete. E. Dampproofing 1. General a. All existing concrete abutment surfaces which are exposed in the process of the work and will be in contact with ballast or backfill when the work is completed and all new cast-in-place concrete abutment and backwall surfaces which will be in contact with ballast or backfill at the completion of the work shall be dampproofed. b. Dampproofing mastic shall be a cold applied, light trowel grade of an asphaltic bituminous binder, impregnated with mineral fillers and inorganic fibers. The Page 74 of 128

8 D. Measurement and Payment 1. Measurement: No separate measurement shall be made for shoring and bracing. 2. Payment: This work will be paid for at the contract unit price per each for SHORING AND BRACING TYPE 1, SHORING AND BRACING TYPE 2, and SHORING AND BRACING TYPE 3. The above price will be full compensation for all work, materials and equipment required to install and remove all temporary shoring and bracing Steel Sheet Piling A. General: This item shall consist of furnishing and driving steel sheet piling as described in the Plans. B. Materials: All sheet piling must be new. Steel sheet piling shall conform to ASTM A328. Sheet piles shall be continuously interlocked through their entire length with adjacent units. The interlocks must provide a swing angle suitable for the intended installation, but not less than 6 degrees when interlocked. C. Procedures D. The Contractor shall place the permanent sheet piling as shown on the plans. Steel sheet piling shall be driven continuously until the penetration specified is reached, or as specified by the Engineer. The Contractor shall exercise caution not to cause any damage to adjacent buildings. Driving shall be done in a manner that will not cause undue upsetting of the metal in the steel sheet piling. 1. The top of all steel sheet piling shall be cut off square at the elevations specified on Plans or as directed by the Engineer. The amount of cut off shall be sufficient to remove any portion of the pile top trimmed for driving or bruised during driving. E. Measurement and Payment 1. Measurement: The quantity of Sheet Piling measured for payment shall be the number of square feet shown on the Plans. 2. Payment: Payment will be made at the contract unit price per square foot for STEEL SHEET PILING. This price shall be full compensation for furnishing all materials and labor necessary for completing the work as shown on the Plans and in accordance with the Specifications Ground Anchors A. General 1. Description: This Section specifies requirements for the ground anchors for the East Sheet Pile Wall system. The work under this Section will include furnishing all labor, materials, tools, and equipment required to install, test and monitor all ground anchor connections and other related work required to support embankment, as specified herein, directed by the Engineer or shown on the Plans. Page 98 of 128

9 2. Experience: The ground anchor Contractor, Supplier and Testing Laboratory will furnish evidence and obtain the Company s approval that they have been engaged in the successful installation, supply and testing (respectively) of ground anchors for at least five years. 3. Testing Responsibilities: The Contractor is responsible for performing all specified tests associated with the ground anchors. The Contractor must inform the Company prior to performing the tests so that Company s representative can witness all such tests. The Contractor is responsible for the cost of all tests. 4. Submittals B. Material a. Shop Drawings: The Contractor must prepare Shop Drawings for submittal in accordance with the General Specifications showing details of the ground anchors. The Shop Drawings must also include details for support of utilities as shown on the Plans or directed by the Engineer within the area of excavation. b. Manufacturer s Data: The Contractor must submit two copies of the steel manufacturer s specifications including laboratory test reports and other data as may be required to show compliance with these specifications. Required are certified copies of mill reports covering chemical and physical properties of the ground anchors. 5. Quality Assurance a. Codes, Standards and Specifications: Comply with the provisions of the following, except as otherwise indicated: 1) AWS Structural Welding Code 2) ASTM Standard Specifications 3) IDOT Standard Specification; SECTION 512; PILING 4) AREMA Manual for Railway Engineering b. Responsibility for After-settlement: Any depression or settlement which develops in the track fill, embankment, or backfill adjacent to the wall will be the responsibility of the Contractor. The Contractor must provide all necessary material and labor and must perform all necessary reconditioning and restoration work to bring such depressed areas to proper grade as approved by the Engineer. The Contractor will be responsible for all cost incurred by the Company if settlement occurs as a result of failure of the Contractor s excavation support system. 1. General: All materials and fabricated items must be furnished by an established and reputable manufacturer or supplier. 2. Ground Anchors Page 99 of 128

10 C. Execution a. Ground anchor tendons must consist of single element prestressing steel bars conforming to ASTM Designation A-722, Type II Uncoated High-Strength Steel Bars for Prestressed Concrete, anchorage devices and, if required, couplers. b. Cement must be Type I, I or Ill Portland Cement conforming to ASTM C 50. Cement used for grouting must be fresh and must not contain any lumps or other indications of hydration or pack set. c. Admixtures may be used in the grouts subject to the approval of the Engineer. Expansive admixtures may only be added to the grout used for filing sealed encapsulations, trumpets and anchorage covers. Accelerators must not be used. d. Water for mixing grout must be potable, clean and free of injurious quantities of substances known to be harmful to Portland cement or steel. 1. General: The steel sheet piling, walers, bearing plates and ground anchors must be installed as the work progresses. The sheet piling work must be coordinated with the excavation and backfilling so that both may proceed simultaneously and the existing embankment is maintained without settlement. 2. Ground Anchors: Tendons must be fabricated as shown on the approved working drawings. The tendon must be sized so that the maximum test load does not exceed 80 percent of the minimum guaranteed ultimate strength of the tendon. a. Bond Length: The Contractor must determine the bond length necessary to satisfy the load test requirements. The minimum bond length must be as shown on the plans. Centralizers, made from steel, plastic or any material non- detrimental to the high strength prestressing steel, must be placed along the bond length. They must be located at 10 feet maximum centers with the upper one located a maximum of 5 feet from the top of the bond length and the lower one located one foot from the bottom of the bond length. Centralizers are not required on tendons installed utilizing a hollow-stem auger if it is grouted through the auger and the drill hole is maintained full of a stiff grout (9 inch slump or less) during extraction of the auger. A combination centralizer-spacer may be used. Encapsulation Protected Ground Anchor Tendon: The tendon bond length must be encapsulated by a grout-filled corrugated plastic or deformed steel tube, or by a fusion-bonded epoxy coating. The tendon can be grouted inside the encapsulation prior to inserting the tendon in the drill hole or after the tendon has been placed in the drill hole. The tendon must be centralized within the encapsulation and the tube sized to provide an average of 0.20 inches of grout cover for the prestressing steel. Centralizers must be located at 10 feet maximum centers with the upper one located a maximum of 5 feet from the top of the tendon bond length and the lower one located a maximum of 5 feet from the bottom of the tendon bond length. The anchorage device of tendons protected fusion-bonded epoxy must be electrically isolated from the structure. Page 100 of 128

11 b. Unbonded Length: The unbonded length of the tendon must be a minimum of ten feet or as on the plans or approved working drawings. c. The Contractor must select the drilling method, the grouting procedure and grouting pressure to be used for the installation of the ground anchor as necessary to satisfy the load test requirements. 1) Drilling: The drilling method used may be core drilling, rotary drilling, percussion drilling, auger drilling or driven casing. The method of drilling used must be that which prevents loss of ground above the drilling hole that may be detrimental to the structure or existing structures. Casing for anchor holes, if used, must be removed, unless permitted by the Engineer to be left in place. Excessive amounts of water must not be used in the drilling operation. The location, inclination, and alignment of the drilled hole will be as shown on the plans. Inclination and alignment must be within plus or minus 3 degrees of the planned angle at the bearing plate. 2) Tendon Insertion: The tendon must be inserted into the drilled hole to the desired depth without difficulty. When the tendon cannot be completely inserted it must be removed and the drill hole cleaned or redrilled to permit insertion. Partially inserted tendons must not be driven or forced into the hole. 3) Grouting: A neat cement grout or sand-cement grout must be used. The grouting equipment must produce a grout free of lumps and undispersed cement. A positive displacement grout pump must be used. The pump must be equipped with a pressure gauge to monitor grout pressures. The pressure gauge must be capable of measuring pressures of at least 150 psi or twice the actual grout pressures used, whichever is greater. The grouting equipment must be sized to enable the grout to be pumped in one continuous operation. The mixer must be capable of continuously agitating the grout. The grout must be injected from the lowest point of the drilled hole. The grout may be pumped through grout tubes, casing, hollow-stem augers or drill rods. The grout may be placed before or after insertion of the tendon. The quantity of the grout and the grout pressures must be recorded. The grout pressures and grout takes must be controlled to prevent excessive heave of the ground. Except where indicated below, the grout above the top of the bond length may be placed at the same time as the bond length grout, but it must not be placed under pressure. The grout at the top of the drilled hole must stop six inches from the back of the structure or from the bottom of the trumpet, whichever is lowest. If the ground anchor is installed in a fine-grained soil using a drilled hole larger than six inches in diameter, then the grout above the top of bond length must be placed after the ground anchor has been load tested. The entire hole may be grouted at the same time if it can be demonstrated that Page 101 of 128

12 the ground anchor system does not derive a significant portion 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 hole provided it is filled with grout. After grouting, the tendon must not be loaded for a minimum of three days. 4) Testing and Stressing: Each ground anchor must be load tested by the Contractor. No load greater than 10% of the design load may be applied to the ground anchor prior to load testing. The test load must be simultaneously applied to the entire tendon. 5) Testing Equipment: A dial gauge or venire scale capable of measuring displacements to inches must be used to measure ground anchor movement. It must have adequate travel so total ground anchor movement can be measured without reselling the device. A hydraulic jack and pump must be used to apply the test load. The jack and a calibrated pressure gauge must be used to measure the applied load. The pressure gauge must be graduated in 100-psi increments or less. When the theoretical elastic elongation of the total anchor length at the maximum test load exceeds the ram travel of the jack, the procedure for recycling the jack ram must be included in the working drawings. Each increment of test load must be applied in one minute or less. A calibrated reference pressure gauge must be available at the site. The reference gauge must be calibrated with the test jack and pressure gauge. An electrical resistance load cell and readout must be provided when performing a creep test. The stressing equipment must be placed over the ground anchor tendon 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. 6) Performance Test: Five percent of the ground anchors or a minimum of three ground anchors, whichever is greater, must be performance tested in accordance with the following procedures. The Engineer will select the ground anchors to be performance tested. The remaining anchors must be tested in accordance with the proof test procedures. The performance test must be made by incrementally loading and unloading the ground anchor in accordance with the following schedule as indicated on the plans. The load must be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement must be measured and recorded to the nearest inches with respect to an independent fixed reference point at the alignment load and at each increment of load. The load must be monitored with a pressure gauge. The reference pressure gauge must be placed in series with the pressure gauge during each performance test. If the load determined by the reference pressure gauge and the load determined by the pressure Page 102 of 128

13 gauge differ by more than 10%, the jack, pressure gauge and reference pressure gauge must be recalibrated. At load increments other than the maximum test load, the load must be held just long enough to obtain the movement reading. Performance Test Schedule Load AL 0.25DL* AL 0.25DL 0.50DL* AL 0.25DL 0.50DL 0.75DL* AL Load AL 0.25DL 0.50DL 0.75DL 1.00DL 1.20DL* AL 0.25DL 0.50DL 0.75DL 0.250L 1.00DL 0.50DL 0.75DL 1.20DL 1.33DL* (Max. test load) 1.00DL* Reduce to lock-off load Where AL = Alignment Load DL = Design load for ground anchor * = Graph required. See last paragraph in this subsection. The maximum test load in a performance test must be held for 10 minutes. The jack must be repumped as necessary in order to maintain a constant load. The load-hold period must start as soon as the maximum test load is applied and the ground anchor movement measured and recorded at I minute, 2. 3, 4, 5, 6, and 10 minutes. If the ground anchor movements between 1 minute and 10 minutes, exceeds 0.04 inches, the maximum test load must be held for an additional 50 minutes. If the load hold is extended, the ground anchor movement must be recorded at 15 minutes, 20, 25, 30, 45 and 60 minutes. Page 103 of 128

14 A graph must be constructed showing a plot of ground anchor movement versus load for each load increment marked with the asterisk (*) in the performance test schedule and a plot of the residual ground anchor movement of the tendon at each alignment load versus the highest previously applied load. Graph must be approved by the Engineer prior to use. 7) Proof Test: The proof test must be performed by incrementally loading the ground anchor in accordance with the following schedule unless a different maximum test load schedule is indicated on the plans. The load must be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement must be measured and recorded to the nearest inches with respect to an independent fixed reference point at the alignment load and at each increment of load. The load must be monitored with a pressure gauge. At load increments other than the maximum test load, the load must be held just long enough to obtain the movement reading. Proof Test Schedule Load AL 0.25DL Load 1.00DL 1.20DL DL (Max. test load) 0.75DL Where: AL = Alignment Load Reduce to lock-off load DL = Design load for ground anchor The maximum test load in a proof test must be held for 10 minutes. The jack must be repumped as necessary in order to maintain a constant load. The load-hold period will start as soon as the maximum test load is applied and the ground anchor movement must be measured and recorded at 1 minute 2, 3,4, 5, 6 and 10 minutes. If the ground anchor movements between 1 minute and 10 minutes, exceeds 0.04 inches, the maximum test load must be held for an additional 50 minutes. If the load hold is extended, the ground anchor movement must be recorded at 15 minutes, 20, 25, 30, 45 and 60 minutes. A graph must be constructed showing a plot of ground anchor movement versus load for each load increment in the proof test. Graph format must be approved by the Engineer prior to use. 8) Creep Test: Creep tests must be performed. The Engineer must select the ground anchors to be creep tested. The creep test must be made by incrementally loading and unloading the ground anchors in accordance with the performance test schedule used. At the end of each loading cycle, the load must be held constant for the Page 104 of 128

15 observation period indicated on the plans. The time for reading and recording the ground anchor movement during each observation period must be 1 minute, 2,3,4, 5, 6, 10, 15, 20, 25, 30,45, 60, 75, 90, 100, 120, 150, 180, 210, 240, 270, and 300 minutes as appropriate. Each load hold period must start as soon as the test load is applied. In a creep test the pressure gauge and reference pressure gauge must be used to measure the applied load, and the load cell must be used to monitor small changes of load during a constant load hold period. The jack must be repumped as necessary in order to maintain a constant load. Creep Test Schedule Load Observation Period (Minutes) AL 0.25DL DL DL DL DL 300 A graph must be constructed showing a plot of the ground anchor movement and the residual movement measured in a creep test as described for the performance test. Also, a graph must be constructed showing a plot of the ground anchor creep movement for each load hold as a function of the logarithm (base 10) of time in minutes. Graph formats must be approved by the Engineer prior to use. 9) Ground Anchor Load Test Acceptance Criteria: A performance-tested or proof-tested ground anchor with a 10 minute load hold is acceptable if the: i. Ground anchor resists the maximum test load with less than 0.04 inches of movement between 1 minute and 10 minutes. ii. iii. Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length. Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of the theoretical elastic elongation of the bonded length. 10) A performance-tested or proof-tested ground anchor with a 60 minute load is acceptable if the: Page 105 of 128

16 i. Ground anchor resists the maximum test load with a creep rate does not exceed 0.08 inches in the last log cycle of time, and ii. iii. Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length. Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of the theoretical elastic elongation of the bonded length. 11) A creep-tested ground anchor is acceptable if the: i. Ground anchor carries the maximum test load with a creep rate that does not exceed 0.08 inches in the last log cycle of the time, and ii. iii. Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length. Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of the theoretical elastic elongation of the bonded length. If the total movement of the ground anchor at the maximum test load does not exceed 80% of the theoretical elastic elongation of the unbonded length, the ground anchor must be replaced at the Contractor s expense. A ground anchor which has a creep rate greater than 0.08 inches per log cycle of time can be incorporated into the structure at a design load equal to one-half of its failure load. The failure load is the load resisted by the ground anchor after the load has been allowed to stabilize for 10 minutes. When a ground anchor fails, the Contractor must modify the design and/or the installation procedures. These modifications may include, but are not limited to, installing a replacement ground anchor, reducing the design load by increasing the number of ground anchors, modifying the installation methods, increasing the bond length or changing the ground anchor type. Any modification which requires change to the structure must be approved by the Engineer. Any modifications of design or construction procedures must be without additional cost to the Company and without extension of contract time. Retesting of a ground anchor will not be permitted, except the regrouted anchors may be retested. 12) Lock Off: Upon successful completion of the load testing, the ground anchor load must be reduced to the lock-off load indicated on the approved drawings 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 load reading must be made. The lift-off load must be within 10% of the specified lock-off load. If the load is not within 10% of the specified lock-off load, the anchorage must be reset and another lift-off Page 106 of 128

17 load reading must be made. This process must be repeated until the desired lock-off load is obtained. D. Survey Readings: Lateral and vertical readings must be taken at the top of the piling, at the walers, and at ground level immediately after ground anchors have been installed, tested and accepted. These readings will be dated, recorded, and reported to the Engineer. The frequency of readings will be dictated by the phase of current construction but must be sufficient to detect serious movements so that corrective measures can be initiated immediately. Reading must be made once per day until settlement is less than inches, after which the frequency will be once per week. E. Clean-Up: At the completion of the work, all equipment, debris, and surplus and salvaged material must be removed and the site left clean and level. F. Special Requirements 1. Site Conditions a. The Contractor must make all necessary arrangements and provide all services required to protect, relocate, terminate, or abandon any gas mains, water mains, sewer, telephone and electrical conduits and cables, and all other items of this nature as required. Work on utilities will be completed by the respective utility owners unless otherwise noted. He must assume all responsibility for coordinating his work with the utility companies involved, at no cost to the Company. b. The Contractor must consult with all public and service company records, to fully inform himself of the location and extent of all utilities. 2. Protection of Work, Property and Personnel a. The Contractor must be responsible for and must protect existing structures, or other property and thoroughfares that are to be maintained during his operations. b. The Contractor must provide all barricades, lights, and other protective devices necessary according to the requirements of Federal, State, and Municipal laws or ordinances, and as directed by the Engineer, and must maintain same for the full period of this operation. c. Excavation and embankment must be protected at all times and maintained in good order until fill, backfill, or embankment is completely in place. G. Measurement and Payment 1. Measurement: No separate measurement will be made for GROUND ANCHORS. 2. Payment: The work under this section shall be paid for at the Contract Price each for GROUND ANCHORS T-Wall Retaining Wall A. Description Page 107 of 128

18 E. Measurement and Payment Measurement and payment for FURNISH AND INSTALL T-WALL RETAINING WALL will be a unit price based on the actual square feet of surface area of the T-WALL units as shown in the approved T-WALL shop drawings from the top of leveling pad to the top of wall. The unit price includes the precast units, joint material, leveling pads, backfill within the limits of the T-WALL stems or as indicated in the plans, drainage materials for the wall, and all materials, labor, equipment, and incidentals necessary to complete the installation Pipe Underdrains for Structures A. Description: This work shall consist of furnishing and installing a pipe underdrain system as shown on the plans, as specified herein, and as directed by the Engineer. B. Materials: Materials shall meet the requirements as set forth below: 1. The perforated pipe underdrain shall be according to Article of the Illinois Department of Transportation Standard Specifications for Road and Bridge Construction (adopted January 1, 2012) Specifications. Outlet pipes or pipes connecting to a separate storm sewer system shall not be perforated. 2. The drainage aggregate shall be a combination of one or more of the following gradations, FA1, FA2, CA5, CA7, CA8, CA11, or CA13 thru 16, according to Sections 1003 and 1004 of the Standard Specifications. 3. The fabric surrounding the drainage aggregate shall be Geotechnical Fabric for French Drains according to Article of the Standard Specifications. C. Construction Requirements: All work shall be according to the applicable requirements of Section 601 of the Standard Specifications except as modified below. D. The pipe underdrains shall consist of a perforated pipe drain situated at the bottom of an area of drainage aggregate wrapped completely in geotechnical fabric and shall be installed to the lines and gradients as shown on the plans. E. Measurement and Payment: 1. Measurement: Pipe Underdrains for Structures shall be measured for payment in feet, in place. Measurement shall be along the centerline of the pipe underdrains. All connectors, outlet pipes, elbows, and all other miscellaneous items shall be included in the measurement. 2. Payment: This work will be paid for at the contract unit price per foot for PIPE UNDERDRAINS FOR STRUCTURES 8. Furnishing and installation of the drainage aggregate, geotechnical fabric, forming holes in structural elements, directional bores and any excavation required, will not be paid for separately, but shall be included in the cost of the pipe underdrains for structures. ***END OF SECTION*** Page 115 of 128