518.07 440 Place subsurface pipe as shown in the plans. If the plans require drainage pipe in the porous backfill, provide plastic pipe conforming to 707.33. For corrugated metal pipe, perforated specials are not required and the Contractor may make bends with adjustable elbows conforming to the thickness requirements of the pipe specifications.
518.07 Scuppers. Construct secure and watertight connections, including the
connections to ad jacent concrete. Provide castings, true to form and dimension. Weld the joints of structural steel scuppers. Galvanize scuppers according to 711.02.
518.08 Excavation. Excavate all material encountered to the dimensions
necessary to provide ample space at least to install pipe or other drainage facility behind abutments and for outlets.
518.09 Method of Measurement. The Department will measure Porous
Backfill and Porous Backfill with Geotextile Fabric by the number of cubic yards (cubic meters) or lump sum. The Department will measure pipe specials by the same method as the pipe. If pipe is by the foot (meter), the Department will measure the pipe along its centerline.
518.10 Basis of Payment. The cost to backfill, if not separately itemized in the
Contract, and excavation is incidental to the drainage facility that necessitates them. The Department will include bagged aggregate with porous backfill for payment. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Desc ription 518 Cubic Yard Porous Backfill (Cubic Meter) or Lump Sum 518 Cubic Yard Porous Backfill with Geotextile Fabric (Cubic Meter) or Lump Sum 518 Foot (Meter) ___ inch (___ mm) ___ Pipe, Including Specials 518 Each Scuppers, Including Su pports 518 Pound or Foot Trough Horizontal Conductors (Kilogram or Meter) 518 Pound or Foot Pipe Horizontal Conductors (Kilogram or Meter) 518 Foot (Meter) ___ inch (___ mm) Pipe Downspout Including Specials ITEM 519 PATCHING CONCRETE ST RUCTURES
519.01 Description
519.02 Materials
519.03 Removal of Disintegrated Concrete 519.01
441 519.04 Preparation of Surface
519.05 Placing of Reinforcing Steel
519.06 Placing, Finishing, and Curing of Concrete
519.07 Method of Measurement
519.08 Basis of Payment
519.01 Description. This work consists of removing all loose and disintegrated
concrete; preparing the surface; furnishing and placing reinforcing steel including welded steel wire fabric, dowels, and expansion bolts; placing forms; and placing concrete patches, including curing of same.
519.02 Materials. Furnish materials conforming to:
Concrete, Class QC 5 ................................ ........... 499, 511 Dowels ................................ ...... 709.01, 709.03, or 709.05 Reinforcing steel ................................ .......................... 509 Welded steel wire fabric ......................... 709.10 or 709.12
519.03 Removal of Disintegrated Concrete. Remove al l loose and
disintegrated concrete from the areas to be repaired in such a manner and to such an extent as to expose a sound concrete surface. Provide patches at least 4 inches (100 mm) deep, except on top horizontal surfaces, provide patches at least 3 inches (75 mm) deep. Remove sound concrete (beneath the disintegrated concrete) for a depth of not less than 1/4 inch (6 mm) and not more than 1 inch (25 mm), provided that the above minimum depth of patch is maintained. Make square or, preferably, slightl y undercut shoulders having a depth of not less than the specified minimum depth of the patch at the edges of all patches. Only use pneumatic or hand tools that give results satisfactory to the Engineer in the removal of the disintegrated concrete and in p reparing and shaping the areas to be patched. If working around reinforcing steel, avoid damaging or debonding any reinforcing steel that is un -corroded and completely embedded in sound concrete. Ensure there is no shattering of the concrete, beyond the ar ea to be patched. If the area around the reinforcing steel is either embedded in unsound concrete o r the reinforcing steel is exposed during removal, continue to remove the concrete around the reinforcing steel to completely expose the reinforcing and prov ide at least a 1 inch (25 mm) clearance around the reinforcing. The 1 inch (25 mm) clearance may be reduced to 1/2 inch (13 mm) if the patching concrete uses No. 8 coarse aggregate. Adequately support reinforcement that is loose, and tie it back into place . Replace reinforcement damaged during removing concrete.
519.04 Preparation of Surface. After removing all disintegrated and loose
concrete, properly shape the area to be patched, and install dowels or expansion bolts as necessary to hold the wire fabric to be used in the patch. Thoroughly clean the surface of the area to be patched and all exposed reinforcing steel of all dirt, dust, or other foreign materials with water, air under pressure, or any other method that produces satisfactory results. Thorough ly drench the surface with clean water. Before placing the concrete, allow the surface to dry to a damp condition. 519.05 442 519.05 Placing of Reinforcing Steel. The Department will not require reinforcement for patches on top horizontal surfaces. Reinforce patches on other surfaces with welded steel wire fabric either 2 2 inch (50 50 mm) using wire size number W 0.9, or 3 3 inch (75 75 mm) using wire size number W 1.4. Cover the entire area of the patch with the fabric, and place and hold the fabric approxim ately 1 inch (25 mm) from the completed exposed surface of the patch. Securely fasten the fabric to the reinforcing steel in the original structure exposed in removing the disintegrated concrete. If no reinforcing steel is exposed or it is not practical to fasten the fabric to exposed steel, install dowels or expansion bolts at a distance not to exceed 18 -inch (0.5 m) centers in both directions, and fasten the fabric to these dowels or bolts.
519.06 Placing, Finishing, and Curing of Concrete. Place and fini sh Class QC
5 concrete according to Items 499 and 511. Remove the forms within 24 hours after placing the concrete, and finish all exposed surfaces by rubbing to match the surrounding concrete. Apply membrane curing according to 511. 14, Method B, immediately after rubbing the surface . After curing and before final acceptance, sound all patched areas. Remove and replace all unsound or visibly cracked areas.
519.07 Method of Measurement. The Department will measure Patching
Concre te Structures by the number of square feet (square meters) of the exposed surfaces of all completed patches, irrespective of the depth or thickness of the patch. If a patch includes corners or edges of members such as beams, curbs, and columns, the Departm ent will measure all of the exposed surfaces. If a patch extends completely through a member of a slab, the Department will measure both exposed surfaces.
519.08 Basis of Payment. The Department will pay for accepted quantities at
the contract price as fol lows: The Department will not pay for replacing reinforcement damaged during concrete removal. The Department will not pay for removing and replacing of patched areas that are unsound or visibly cracked. Item Unit Description 519 Square Foot Patching Concr ete Structures (Square Meter) ITEM 520 PNEUMATICAL LY PLACED CONCRETE - SHOTCRETE
520.01 Description
520.02 Materials
520.03 Shotcrete Mix Design.
520.04 Delivery of Materials.
520.05 Storage of Materials.
520.06 Equipment. 520.01
443 520.07 Submittal Requirements.
520.08 Removal of Concrete .
520.09 Reinforcement .
520.10 Blast Cleaning of Repair Area .
520.11 Preconstruction Testing .
520.12 Shotcrete Placing .
520.13 Curing.
520.14 Inspection and Testing
520.15 Method of Measurement
520.16 Basis of Payment
520.01 Description . This work consists of surface preparation, furnishing and
placing pneumatically applied concrete for new work, rehabilitation, or repair .
520.02 Materials. Furnish materials conforming to:
Reinforcing steel ................................ .......................... 509 Portland cement ................ 701.01 through 701.05, 701.09 Micro -silica ................................ ............................. 701.10 Fly ash ................................ ................................ .... 701.13 Fine aggregate ................................ ............ 703.02, 703.03 Air-entraining admixture ................................ ........ 705.10 Chemical admixture for concrete ............................ 705.12 Welded steel wire fabric ......................... 709.10 or 709.12 Swedged anchor bolts ................................ ............. 711.10 Use water for concrete mixing free from sewage, oil, acid, strong alkalis, vegetab le matter, clay, and loam. Potable water is satisfactory for use in concrete. Non-potable water will meet the requirements of ASTM C1602. Water from a reclaiming system will contain no more than 0.06% chlorides. Test the non -potable and reclaiming s ystem water prior to the start of shotcrete production. Provide certified test data to the Engineer, at least 21 days prior to shotcrete production.
520.03 Shotcrete Mix Design . Only use mix designs accepted by the
Department and issued a JMF number.
A.Provide a Shotcrete job mix conforming to the following:
1.Compressive strength. Provide a compressive strength, at a minimum, of 2000 psi at 3 days, and 4000 psi at 7 days, or as per plan requirements.
2.Air Entraining. provide a mix with an air content between 7 to 10 percent measured at the truck prior to shotcrete placement in accordance with ASTM C231.
3.Corrosion Inhibitor grease. Use corrosion inhibitor (grease) conforming to the following: 3.1.1. Drop point 300 ºF (149 ºC) minimum by ASTM D -566. 3.1.2. Flash point 300 ºF (149 ºC) minimum by ASTM D -92. 3.1.3. Water content 0.1% maximum by ASTM D -95. 520.04 444 3.1.4. Rust test – Rust Grade 7 or better after 720 hours, aggressive conditions: Rust Grade 7 or better after 1000 hours by ASTM B -117 and ASTM D- 610. 3.1.5. Water soluble ions. Chlorides 10 ppm maximum by ASTM D -512 Nitrates 10 ppm maximum by ASTM D -3867 Sulfates 10 ppm maximum by APHA 427D (15th ED) 3.1.6. Oil separation – 0.5% by weight maximum at 160 ºF (71 ºC) by FIMS 719B, Method 321.2. 3.1.7. Soak test – 5% Salt Fog at 100 ºF (38 ºC), 5 mils (0.13 mm) (Q Panel Type S), immerse panels in 50% salt solution and expose to 5% Salt Fog – no emulsification after 720 hours by ASTM B117 Modified.
B.Provide prepackaged shotcrete material s in accordance with ASTM C1480 from a single manufacturer. The minimum compressive strength for shotcrete is 2000 psi at 3 days and minimum of 4000 psi at 7 days. Follow the manufacturer’s recommendations for storing the material on site, do not allow the prepackaged materials to become wet prior to use. Submit certified test data to the Engineer for approval prior to use that and meets the requirement of T able 520.3.B -1. TABLE 520.3.B -1, SHOTCRETE CONCRETE PROPERTIES Hardened Properties Test Method Requirement Slant Shear Bond Strength @ 24 hours ASTM C 882 Modified (1) 1200 psi, min. Drying Shrinkage @ 28 days ASTM C 157 Modified(2) 0.08%, max. Rapid Chloride Permeability @ 28 days ASTM C 1202(3) / AASHTO T 277(3) 750 coulombs, max. Volume of Permeable Voids @ 7 days ASTM C 642(3) 10%, max. Freeze -Thaw Resistance @ 300 cycles ASTM C 666, Procedure A 95% RDM, min. Flexural Strength @ 24 hours ASTM C 348 650 psi, min. Compressive Strength @ 3 days ASTM C 109 2000 psi, min.
1.No epoxy bonding agent used.
2.ICRI Guideline No. 03733, “A Guide for Selecting and Specifying Materials for Repair of Concrete Surfaces”, 1”x1”x10” prism, air cured
3.Either Rapid Chloride Permeability or Volume of Permeable Voids can be used.
520.04 Delivery of Materials. Deliver all materials in their original containers
bearing the manufacturer’s label, specifying date of manufacturing, batch number, 520.05 445 trade name, and quantity. Each shipment will be accompanied by a Safety Data Sheet (SDS).
520.05 Storage of Materials . Stock and store any material necessary to
perform the work to prevent damage by the elements. Keep the storage space clean and dry per Manufacturer’s recommendations
520.06 Equipment. Provide shotcrete equipment capable of deli vering the
premixed material accurately, uniformly and continuously through the delivery hose.
A.Mixing: Provide dry -mix shotcrete using a rotary type or pressure vessel gun with a continuous -type predampener, capable of thoroughly mixing the shotcrete mixes in sufficient quantity to maintain shotcreting continuity and a moisture range of 3 to 5% prior to discharging into the gun. Operate all equipment in accordance with the manufacturers specifications. Provide wet -mix shotcrete using a positive displac ement pump (swing tube). Concrete for wet -mix shotcrete placement may be supplied by an approved concrete batch plant and delivered by truck concrete mixers. Supply plant batched concrete and delivery equipment meeting the requirements of ASTM C94 . Wher e the concrete mixture is prepared on -site, use mixing equipment with a calibrated water meter capable of mixing prepackaged shotcrete material. Supply concrete mixes used in shotcrete placement having a w/cm ratio between 0.32 -0.45. The maximum 90-minute limit will be implemented for wet -mix shotcrete after the addition of water to the mixture. Use of hydration control admixtures (HCA) may be used to extend the 90 minutes as approved in the job mix approval prior to use.
B.Air Pressure , Dry-Mix Process . Use a compressor or blower capable of delivering a sufficient volume of oil -free air at the pressure shown in Table 520.6.B -1. Maintain steady pressure throughout the placing process. Use a water pump with the size and capacity to deliver water to the n ozzle with a pressure at least 15 psi more than the required air pressure. The values shown in the Table 520.6.B -1 are based on a hose length of 150 feet with the nozzle less than 25 feet above the delivery equipment. Increase operating pressure approxima tely 5 psi for each additional 50 feet of hose and approximately 5 psi for each 25 feet the nozzle is raised. 520.07 446 TABLE 520.6.B -1, COMPRESSOR CAPACITI ES Compressor Capacity, CFM Hose Diameter, in. Maximum Size of Nozzle Tip, in. Operating Air Pressure Available, psi 250 1 3/4 40 315 1-1/4 1 45 365 1-1/2 1-1/4 55 500 1-5/8 1-1/2 65 600 1-3/4 1-5/8 75 750 2 1-3/4 85
C.Air Pressure, Wet-Mix Process . Use a compressor or blower capable of delivering a sufficient volume of oil -free air to operate the pump at a line pressure between 100 psi and 300 psi. Use delivery hoses between 1 -1/2 inches and 3 inches in diameter. Use mixing equipment capable of thoroughly mixing the materials in sufficient quantity to maintain continuous placement.
520.07 Submi ttal Requirements . Submit to the Engineer for review at least two
weeks before beginning the work.
A.Evidence the contractor has successfully executed no less than five projects with similar size and scope over the last five years. The information provided is to include a statement of the type of work, and contact information for Engineer or Owner who have knowledge of the execution of the work and present condition of the work.
B.Documentation and owner references, verifying the qualifications of the nozzlemen. Personnel designated as nozzlemen on the job are required to document a minimum of one year of experience in the application of shotcrete on a comparable project and hold a current certificate for ACI Shotcrete Nozzleman, either dry -mix process or wet -mix process, as corresponds to the process indicated. Certifications for all nozzlemen to be utilized on the job.
C.Documentation the supervisor has experience supervising more than one comparable project including written documentation and own er references, verifying the qualifications.
D.JMF information and a list of materials and quantities. Include list of Admixture literature used. Indicate the admixture type and the manufacturer’s recommendations for mixing the admixtures with JMF.
E.Methods and materials used for Depth control quality measures.
520.08 Removal of Concrete. In areas to be repaired, remove all loose, soft,
honeycombed, and disintegrated concrete, plus a minimum of 1/4 inch (6 mm) to a maximum of 1 inch (25 mm) depth of sou nd concrete. Remove additional concrete as necessary to permit the placement of the minimum specified shotcrete thickness of not less than 1 -1/2 inches (38 mm), except on top horizontal surfaces of not less than 3/4 inch (19 mm). Once initial removals are made, undercut all exposed reinforcing bars. Undercu tting will expose the full circumference of the exposed 520.09 447 reinforcing bar. Provide a clearance of 3/4 inch (19 mm) between the exposed reinforcing bar and the surrounding concrete. Remove all heavy corrosion and scale from the reinforcing bars with wire brush or abrasive blasting. A minor amount or tightly adhered rust may be l eft in place. Saw cut edge locations to a minimum of 1/2 inch (13 mm). Maintain an edge location depth of not less than the specified minimum depth for all repair areas. Only use pneumatic , hand tools , or hydrodemolition equipment to obtain results satisfactory to the Engineer in the removal of concrete and in preparing and shaping the areas to be repaired. If working around reinforcing steel, avoid loosening the steel, or shattering the concrete around it, beyond the repair area.
520.09 Reinforcement . For existing reinforcing bar that have been cut or having
lost 20% or greater section loss, splice in supplement reinforcing bar of equal bar size. Use mech anical rebar slicing system for supplemental reinforcing bars. Place deformed wire fabric in all vertical surface areas where the thickness of the shotcrete patch is greater than1 1/2 inches (38 mm) or bottom side of horizontal surfaces. Repairs areas on the top of horizontal surfaces do not require deformed wire fabric . Reinforce patches with deformed wire fabric meeting either 2 x 2 inches (50 x 50 mm) with wire size number D 0.9, or 3 x 3 inches (75 x 75 mm) with wire size number D 1.4. Cover the entire area of the repair with deformed wire fabric, place the wire fabric no closer than ½ in ch (13mm) to the prepared surface and not less than 1 in ch (25 mm) from the finished surface. Overlap adjacent sheets of deformed wi re fabric by 6 inches (150 mm), and securely tie them together. Carefully pre -bend fabric before installation to fit around corners and into re -entrant angles. Rolled wire fabric is prohibited. Wire fabric held in place by ela stic force (spring -loaded) or by friction is prohibited . The deformed wire fabric can be tied to the existing reinforcing bars if there is a 3/4 inch (19 mm) clearance around the bar. The maximum anchor spacing for the deformed wire fabric is 18 inches ( 46 cm) on center , in all horizontal for vertical surfaces and 12 inches (30 cm) in all horizontal for bottom vertical surfaces , overhead. A minimum of 3 anchors are required for each repair area. Unless specified on pla ns use 3/8 inch (10 mm) swedged anchor bolts. Embed anchors to manufactures recommendation to develop full capacity of swedge bolt. Use swedge bolt and nut to secure wire fabric.
520.10 Blast Cleaning of Repair Area . After performing 520.08 and 520.09,
blast clean all surfaces to which shotcrete is to bond between 24 and 72 hours prior to placing of the shotcrete. All surfaces to which the concrete is to bond include exposed reinforcing steel, existing concrete, and the work face of any previously place d material . Blast clean all surfaces using high -pressure water blasting with or without abrasives in the water, abrasive blasting with containment, or vacuum abrasive blasting. High -pressure water washing requirements can be defined as a minimum pressure of 3500 psi (24 MPa) and flow of 5.0 gal/min (79 L/min). Maintain a standoff distance (the distance between the nozzle and the surface being cleaned) to a maximum of 12 in . 520.00 448 Bring the prepared substrate to saturated surface dry (SSD) with water meeting 520.02, ensure that all prepared substrate maintain a SSD prior to and during the shotcrete placement . The Engine er will approve the preparation and condition of all surfaces immediately before the application of the shotcrete.
520.11 Preconstruction Testing . Before the start of placing any shotcrete ,
perform a preconstruction test to verify the operation of the equipment, to confirm the application crew’s capability, and to ensure the pneumatically placed shotcrete will be of acceptable quality. Fabricate mockup panels no less than 3 foot ( 0.9 m) square and 4 inches (100 mm) deep. Install reinforcement in the mockup panel that matches the largest size and tightest sp acing found for the reinforcement in the bridge. Mount the box in the same orientation as the project sections being modeled. Apply the shotcrete using the same personnel, equipment, materials and procedures that will be use d on the project, until the box is full. Cores are to be taken as specified by Engineer and evaluated by an AASHTO Accredited laboratory for acceptable strength following ASTM C1140. Have each nozzlemen proposed to perform this work fabricate a satisfactory mockup panel before allowing that nozzleman to apply shotcrete to the structure.
520.12 Shotcrete Placing . Place the shotcrete when the ambient temperature is
between 50 °F and 90 °F. Do not place concrete against a surface containing frost, ice, or standing water. If placing shotcrete when the atmospheric temperature is 32 °F (0 °C) or less, or if weather forecasts predict these temperatures during the curi ng period, follow the requirements of 511.12. Protect the work from environmental conditions until final curing has been applied. Apply the concrete using pneumatic equipment that sprays the mix onto the prepared surface at a velocity of less than 100 fee t per second for construction of portions of structures, repairing concrete structures, or encasement of structural steel members. Minimize rebound and produce a compacted dense homogenous mass. Place dry mixed shotcrete by equipment with the proper amoun t of water applied at the mixing nozzle for the correct placement consistency. Place wet -mix shotcrete by a positive displacement swing tube pump with the correct air flow at the nozzle for proper material velocity and placement consistency. Use shooting strips or guide wires to ensure square corners, straight lines, and a plane surface of shotcrete , except as otherwise permitted by the plans or approved by the Engineer. Place shoo ting strips to keep the trapping of rebound at a minimum. At the end of each day’s work, or similar stopping periods requiring construction joints, cut the work on a 45° angle through the full depth of the section , roughen the surface by stiff broom, racking or scoring for good surface bond when placing subsequent shotcrete layers. In shooting all surfaces, ensure that the stream of flowing material from the nozzle impinges as nearly as possible at right angles to the surface being covered, and hold the nozzle 2 to 4 feet (0.6 to 1.2 m) from the working surface. Finish shotcrete repairs flush with the original masonry surface, except as noted for areas of exposed reinforcing steel. On vertical and overhead surfaces, the layer thickness is to be establish and demonstrated during the preconstruction testing 520.13 449 phase of the project. Mock panel will demonstrate shotcrete mix will neither sag nor decrease the bond of the preceding coat. If a successive coat is applied on shotcrete that has set for more than 2 hours, clean and dampe n the shotcrete surface as required in 520.05 for the prepared surface. After shotcrete has been placed to the desired thickness, cut off all high spots with a sharp trowel, or screed them to a true plane as determined by shooting strips or by the original masonry surface, or as directed. If using screeds, apply them lightly to all surfaces so as not to disturb the shotcrete for an appreciable depth, an d work them in an upward direction when applied on vertical surfaces. Unless otherwise directed, give the finished shotcrete surface a flash coat about 1/8 inch (3 mm) thick. Take special care to obtain a texture demonstrated and approved by the Engineer during preconstruction testing on all exposed surfaces. Shotcrete rebounded outside of the formwork is prohibited from being worked back into the surface and is not to be salvaged and included in later batches. Rebounded shotcrete is the responsibly of the Contractor for removal and disposal.
520.13 Curing . Cover the pneumatically placed shotcrete patches with burlap
or cotton mats and keep them wet for 7 days after placing. If it is not practical to use mats, keep the surfa ce wet by sprinkling for the same length of time. If the Engineer determines that the above curing procedures are impractical because of the inaccessibility of isolated repair areas, the Contractor may cure the final shotcrete surface according to 5 11.14, Method B , using twice the manufacturer’s recommended coating rate for formed concrete surfaces (equal to a white sheet of typing paper) at the time of application. Protect all shotcrete against cold weather according to 511. 12. Do not use curing compounds on any surfaces against which additional shotcrete or other cementitious finishing materials are to be bonded unless positive measures, such as prepare surface per 520.10, are taken to completely remove curing compounds prior to application of such additional materials.
520.14 Inspection and Testing . After curing and before final acceptance, sound
all patched areas. Remove and replace all unsound or cracked areas. In addition to sounding all patches, the Department will base acceptance of the shotcrete on compressive strength tests on cores taken from test panels. Provide cores for compressive testing not less than 3 inches in diameter. Test panels are requir ed be shot daily by each nozzleman. Follow ASTM C1140 for panel size and coring, and compressive strength testing by ASTM C1604. If the cores fail the strength tests, then take samples from the sections shot that day. Test the cores at an AASHTO Accredited laboratory for compressive strength. The Engineer will waive coring on small quantities or overhead patches if it is determined by sounding and visual inspection that the patches are sound. Remove, replace, re -inspect, and re -test all defective patch es, as determined by sounding, visible cracks, or unacceptable cores. Fill core holes according to 519. Maintain the in -place inspection access equipment employed during the original work activities or provid e alternate inspection equipment such as platform lifts, bucket trucks, snooper trucks, or equivalent as approved by the Engineer for testing. 520.15 450 520.15 Method of Measurement . The Department will measure Pneumatically Placed Shotcrete by the number of square feet (square meters ). The Department will measure the area of exposed surfaces of all completed, tested, and approved patches, irrespective of depth or thickness of the patch. If a patch includes corners or edges of such members as beams, columns, or curbs, the Department will include all the exposed surf aces; if a patch extends completely through a member or a slab, the Department will include both exposed surfaces. The Contractor is responsible for all test panels, coring repair of core holes, independent laboratory testing of the cores, replacement of rejected areas , and all previously mentioned work under Pneumatically Placed Shotcrete for payment .
520.16 Basis of Paym ent. The Department will not pay for additional
reinforcement to replace that damaged by the Contractor’s operations. The Department will not pay for removing, replacing, and re -inspecting of defective patched shotcrete as determined by sounding, v isible cracks, or unacceptable cores. The Department will pay for accepted quantities at the contract price as follows: Item Unit Description 520 Square Foot Pneumatically Placed Concrete Shotcrete (Square Meter) ITEM 522 STRUCTURAL PLATE CORRUGATED METAL STRUCTURES ON FOOTIN GS
522.01 Description
522.02 Materials
522.03 General
522.04 Method of Measurement
522.05 Basis of Payment
522.01 Description. This work consists of furnishing structural plate corrugated
metal structures of specified dimensions, including metal bearing angles or channels as required, and erecting same on concrete footings.
522.02 Materials. Furnish plates and bolts conforming to 707.03 or 707.23.
Furnish steel bearing angles or channels conforming to 707.03 or 711.01. Furnish aluminum bearing angles or channels conforming to 707.23.
522.03 General. Properly support the metal bearing angle or channel in the
position shown on the plans before placing footing concrete. Erect the plates according to the manufacturer’s assem bly instructions. Hold the unsupported edges of all plates in position using temporary props. Progressively install a sufficient number of bolts to hold the plates in position. Do not tighten bolts until tightening will not interfere with the adjustment an d matching of additional sections. If using drift pins or pry bars, take care to prevent chipping or injury to the
Source: Ohio Construction and Material Specifications, 2019 Edition. Pages 0–0 of 928.