506.04 328 Within four days of completing the static load test, submit a report to the Engineer which contains the information required according to ASTM D 1143 and the load displacement graph described above.
506.04 Basis of Payment. If the Contractor subsequently f inds it necessary to
use a different hammer, the Office of Geotechnical Engineering will determine if an additional static load test is necessary; the Contractor shall complete any such additional test at no additional cost to the Department. The cost of f urnishing test piles with thicker pile walls is included under Static Load Test. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 506 Lump Sum Static Load Test 506 Each Subsequent Static Load Test ITEM 507 BEARING PILES
507.01 Description
507.02 General
507.03 Materials
507.04 Driving of Piles
507.05 Determination of Required Driving Criteria
507.06 Cast -in-Place Reinforced Concrete Piles
507.07 Steel H -Piles
507.08 Timber Piles
507.0 9 Splices 507.1 0 Defective Piles 507.1 1 Prebored Holes 507.1 2 Method of Measurement 507.1 3 Basis of Payment
507.01 Description. This work consists of furnishing and driving bearing piles.
507.02 General. Install piles of the specified type, length, and sizes shown on
the plans. Furnish the piles according to the itemized order list shown on the plans. If additional length is needed to obtain bearing, furnish the additional length as determined by the Engineer. The length of the piles given in the order list is not necessar ily based on available or practical lengths, but the estimated length from the bottom of each pile to the elevation of the cutoff. The Contractor may increase or decrease the pile lengths to suit the lengths available, to facilitate the method of operation , which may involve providing fresh heading as a result of hammer misalignment or a worn hammer cushion, or to provide lengths determined practical to have delivered to the project site and driven.
507.03 Materials. Furnish materials conforming to the foll owing:
Reinforcing steel ................................ ......................... 509 Concrete, Class QC1 ................................ ................... 511 507.04 329 Chemical admixture for concrete, Type F ............... 705.12 Steel H -piles ................................ ........................... 711.03 Steel pile points ................................ ...................... 711.07 Steel for reinforced concrete piles…………………711.03 Galvanized steel ................................ ...................... 711.02 Timber ................................ ................................ .... 711.26 Provide a concrete slum p from 6 to 8 inches (150 to 200 mm) with the use of a superplasticizer.
507.04 Driving of Piles . Drive piles to refusal on bedrock; until obtaining the
required ultimate bearing value, which may include a modification for scour, set -up, or negative skin f riction; or to the minimum penetration pile tip elevation shown on the plans. If piles begin to crush, immediately cease driving and repair or replace the pile. The counting of blows will cease until the crushed pile is either repaired or replaced. For piles subject to scour, notify the DGE if the required ultimate bearing value is obtained before the pile has penetrated 80 percent of its estimated depth before appreciably overdriving the pile. The DGE will study the conditions and determine the final pe netration, the driving requirements, the use of another pile type, and the use of prebored holes. All piles raised during the driving of adjacent piles shall be driven down again. Use a hammer that will achieve the required ultimate bearing value for the p ile and large enough to permit a dynamic load test to verify that the ultimate bearing capacity shown on the plans can be achieved. The ram of an air -operated or diesel hammer shall weigh at least 2700 pounds (12,000 N). The ram of a drop hammer for perman ent piles shall weigh at least 3000 pounds (13,300 N). The height of fall for drop hammers shall not exceed 7 feet (2.1 m). Do not use drop hammers to drive piles that are to be driven to an ultimate bearing value in excess of 70 tons (620 kN). When using open ended diesel hammers, provide electronic equipment , such as a saximeter, or equivalent, for the Engineer’s use to accurately measure and record the stroke for each unit of length driven . Attach a gage to closed end diesel hammers, accessib le to the Engineer, to monitor the pressure in the bounce chamber. Include a graph with the gage to convert pressure to energy. Attach an impact energy monitor, or a method to accurately measure the stroke within 2 inches (50 mm) to hydraulic hammers, acce ssible to the Engineer, to monitor the energy of each blow. Use securely anchored driving leads and a cap device with sliding jaws to engage the leads to guide the pile and maintain the pile alignment with the stroke of the hammer. Accurately align the tra vel of the hammer with the axis of the pile. 507.05 330 Cushion the hammer and pile to prevent the impact of driving forces from damaging the top of the pile. Shape the cap and pile top to uniformly distribute the hammer blow to the top surface of the pile. Do not us e a follower unless approved by the Office of Geotechnical Engineering. If the Office of Geotechnical Engineering does approve the use of a follower, account for the increased energy loss when determining the required driving criteria. If a static load test is required, the Contractor may not drive piles except the test and anchor piles before conducting the test and the required depth of penetration has been determined. Do not use water jets. After being driven, cut off the piles at th e elevation and angle shown on the plans. Ensure that the actual pile embedment into the concrete is within 2 inches (50mm) of the embedment shown in the plans. Maintain a minimum radius of 15 feet (4.5 m) between simultaneous work of placing concrete and driving piles. If concrete is placed within the 15 -foot (4.5 m) radius, suspend driving operations until the concrete has cured for 5 days.
507.05 Determination of Required Driving Criteria. Determine the required
driving criteria to achieve the ultimate bearing value of a driven pile as if the pile was a single isolated pile using the results of dynamic pile testing as specified in Item 523. The driving criteria may consist of a minimum blow count with a minimum hammer stroke, a minimum depth of penetrati on, or both. To determine the minimum blow count for battered piles, divide the minimum blow count for vertical piles with the same ultimate bearing value by an efficiency factor ( D) that is less than one. This will result in an increased minimum blow coun t for the battered piles. Compute the efficiency factor ( D) as follows: D= 1 - (U × G) (1+G²)0.5 Where: U = Coefficient of friction use 0.05 for double -acting air operated or diesel hammers, use 0.1 for single -acting air operated or diesel hammers, and use 0.2 for drop hammers. G = Amount of batter (H/V; 1/3, 1/4, etc.)
507.06 Cast -in-Place Reinforced Concrete Piles. Provide cast -in-place
reinforced concrete piles with a p lain cylindrical casing conforming to 711.03. Measure the pile diameter to the outside diameter of the casing . Ensure that the pile casings are watertight after being driven. If furnished, shoes or points shall not project more than 1/4 inch (6 mm) outside the vertical surface of the casing. The nominal pile wall thickness, t, is the greater of either 0.250 inches (6.66 mm) or the thickness determined using the following formula: 507.07 331 t (inches) = R (lb) t (mm) = R (N) 900,000 157,606 Where: R = Ultimate bearing value in pounds (newtons) For cast -in-place piles containing reinforcing steel, place reinforcing steel as stated in the second and third paragraph of 524.09 and place concrete according to 524.11. After installation, cover the tops of driven casings until the concrete is placed. Before placing concrete, remove accumulated water or other foreign matter in a driven casing. Place concrete for cast -in-place piles using methods that prevent voids, however, do not vibrate the concrete.
507.07 Steel H -Piles. Steel H -piles shall consist of structural steel shapes of the
kind and size specified. The Engineer may allow installation of steel piles of the specified type, which the Contractor has from previous projects or stock, if the Contractor furnishes mill certifications and the pile sectio ns are identified with the material specification number, grade, and heat number. This identification may be in the form of information painted on the steel piles or a tag physically attached to the steel.
507.08 Timber Piles. Provide timber piles of suffi cient length to remove
broomed or split portions caused by driving. Symmetrically trim piles right truncated cone at the tip. If steel shoes or points are specified, carefully shape the tip of the pile so that the steel shoe or point fits snugly and symmet rically. Handle and store timber piles to prevent warping. If specified, provide creosoted piles conforming to 712.06. 507.0 9 Splices. To the fullest extent practical, avoid splicing steel casings and structural shapes. Splice pile casings and structural shapes either before or after driving a segment. If spliced after driving a segment, splice the piles at least 3 feet (1 m) above the ground and inspect the splice while the pile is driven a minimum of 150 blows. Align segments to make the axis of all segm ents common. Use full penetration butt welds to splice steel pile casings according to AWS D1.1 and structural shapes according to AWS D1.5 . Non-destructive testing is not required. Do not splice timber piles. Pile Points . When specified in the plans, sele ct a product from the Department’s approved list. Weld the pile points to the pile according to AWS D1.5 or the manufacturer’s written welding procedure supplied to the Engineer before the welding is performed. Submit a notarized copy of the mill test repo rt to the Engineer.
507.10 Defective Piles . Install the piles, so that after driving, they are within 12
inches (300 mm) from the location shown on the plans for piles capped below final 507.11 332 grade, and within 3.0 inches (75 mm) from the plan location for pile caps above the ground surface. Piles not meeting these location tolerances are defective piles. Pipe piles are defective if not water tight or if damage reduces the cross -sectional area by more than 20 percent. Provide the Engineer with a light that allows inspection of the entire length of the interior of a driven casing. Replace, repair, or drive a substitute pile beside the defective pile. The location tolerance for underground piles does not apply to substitute piles beside defective underground piles. The off -location limits do apply to the substitute pile that project above the ground. If a defective pile is removed, fill the hole remaining in the ground with sand. Cut off a defective pile left in place under a footing 3 inches (75 mm) above the elevat ion of the bottom of the footing. Cut off a defective pile left in place but not under a footing at least 1 foot (0.3 m) below ground level. Fill defective pipe piles left in place with concrete. When the outside rows of bearing piles are not located withi n tolerances specified above, increase the size of the footing to provide a minimum distance between the pile and footing edge of at least 75 percent of that shown on the plans. 507.1 1 Prebored Holes. Locate prebored holes as shown on the plans. Provide augured hole diameters:
A.For round piles, from 2 inches (50 mm) less to 4 inches (100 mm) more than the pile diameter.
B.For steel H -piles, from 6 inches (150 mm) less to 2 inches (50 mm) more than the pile’s diagonal dimension but shall be such as to pro duce satisfactory pile driving results. Backfill voids between the pile and the prebored hole with a granular material satisfactory to the Engineer. 507.1 2 Method of Measurement. The Department will measure piles driven by the number of feet (meters). The Department will determine the sum as the lengths of all non -defective piles measured along the axis of each pile from the bottom of each pile to the elevation of cutoff. Unless a separate pay item is specified in the Contract, the Department will include S teel Points or Shoes in the measured length of driven piles. If a separate pay item is specified in the Contract, the Department will measure Steel Points or Shoes by the number of each. The Department will measure piles furnished by the number of feet (me ters) of plan specified order length plus any additional order length specified by the Engineer. The Engineer will include the length of undriven piles as furnished, but the Contractor will not receive additional compensation for hauling the piles off the project. For plan specified prebored holes, the Department will measure Prebored Holes by the number of feet (meters) of prebored hole lengths for non -defective piles measured from the surface of ground at the time of boring to the bottom of the hole. The Department will not measure preboring to facilitate the pile driving operation. 507.13 333 507.1 3 Basis of Payment. When the Contractor elects to prebore to facilitate the pile driving operation, include the cost for preboring in the unit price bid for piles driven. The Department will consider the cost of furnishing and installing the reinforcing steel to be included in the unit price bid for piles driven. The Department will not pay for any splices due to the Contractor furnishing pile lengths shorter than plan orde r lengths. The Department will not pay for increased pile lengths made by the Contractor unless the Engineer determines that the additional lengths are needed to achieve bearing. If additional penetration is necessary in order to achieve the required beari ng, the Department will pay for required splices at a negotiated price. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 507 Foot (Meter) Steel Piles HP____ ____, Furnished 507 Foot (Meter) Steel Pile s HP________, Driven 507 Foot (Meter) ___" (___ mm) Cast -In-Place, Reinforced Concrete Piles, Furnished 507 Foot (Meter) ___" (___ mm) Cast -In-Place, Reinforced Concrete Piles, Driven 507 Foot (Meter) Timber Piles, Creosoted 507 Foot (Meter) Timb er Piles, Untreated 507 Foot (Meter) Prebored Holes 507 Each Steel Points or Shoes ITEM 508 FALSEWORK A ND FORMS
508.01 Description
508.02 Falsework
508.03 Forms
508.04 Oiling Forms
508.05 Basis of Payment
508.01 Description. This work consists of designing and building of falsework
and forms for the purpose of holding concrete in place until it has set up.
508.02 Falsework. Provide substantial and rigid falsework that does not unduly
obstruct any waterway, highway, or railway. Arrange intermedi ate supports in the completed structure to produce the camber necessary to conform to the plan profile of the roadway. Do not allow the maximum deflection in the longitudinal falsework members at the edges of the concrete deck to exceed 1/2 inch (13 mm) or the amount obtained by the following formula, whichever is greater. 1000100Sd 10002540Sd 508.02 334 Where: d = the maximum deflection in inches (millimeters) S = the distance between supports in inches (millimeters) For transverse falsework members, and for longitudinal falsework members other than those near the edges of the deck, increase the permissible deflection obtained from th e above formula by 75 percent. To compensate for falsework deflection, build camber into the falsewor k. In addition to falsework defection, build the following amounts of camber into the falsework to compensate for slab deflection after falsework is released:
A.Equal to 1/800 of the span for continuous spans.
B.Equal to 0.000018 S ³ (0.016 S ³) for simple spans, where S is the length of the slab span in feet (meters) for camber expressed in inches (millimeters). Provide camber to conform to the profile grade. If the falsework does not rest in rock, shale, or other firm foundation material, support falsewor k on piling driven to sufficient penetration to carry the superimposed loads according to Item 507, but not less than 16 tons (16 metric tons) per pile. Perform dynamic load testing to determine required blow count if piles are not driven to rock. Do not u se expansion anchors to support falsework on piers or abutments. Use double hardwood wedges as necessary to facilitate vertical adjustment. Remove and replace any part of the structure made unsatisfactory by incorrect camber, settlement or form deformation. Construct falsework for arches so it may be released gradually. Remove falsework only after the concrete conforms to 511. 14 and before final acceptance of the structure. Cut off or pull falsework piling. Cut off piles to at least the slope l ine, riprap line, or stream bed. Locate the lower contact point of overhang falsework within 8 inches (200 mm) of the top of the rolled beam or steel girders bottom flange. Submit falsework plans for cast -in-place concrete slab superstructures according to 501.05. If a thickened edge is shown on the plans, the Contractor may develop the edge by sloping the bottom of the slab for a minimum of 9 feet (2.7 m) from the edge, instead of the section shown. Do not place bridge railings, concrete barrier, spandrel walls, decks of arches, sidewalks and curbs, or any superimposed concrete to be completed after constructing the main supporting member or the deck until the falsework for the main supporting member has been removed or released. For continuous concrete sla b or beam superstructures, do not place concrete on a span until the falsework and forms are complete for the adjacent spans. Do not release or remove falsework from a span until the concrete in adjacent spans has been placed a sufficient length of time t o meet all requirements for the removal of falsework as set forth in 511. 14. Inserts cast into prestressed members for the 508.03 335 purposes of falsework support shall be galvanized according to 711.02 and shall be shown in the shop drawings according to 515.06 .
508.03 Forms. Place all concrete in proper forms. Do not use unprotected sides
of the excavation, instead of forms, unless as specified in 503. 05 for rock or shale excavation. For dry excavation specified in 503.03, the Contractor may use the sheeting a s forms for footings. Construct substantial, unyielding, and mortar tight forms, designed to produce a finished concrete conforming to the proper dimensions and contours. Make forms for exposed surfaces of approved material requiring a minimum number of jo ints or of dressed lumber of uniform thickness using form liner approved by the Engineer. Use forms and form liners to reduce the joints showing on the finished surface to a minimum. Arrange joints to coincide with rustication grooves shown on the plans. Properly brace or tie forms together using form ties that do not allow metal within 2 inches (50 mm) of an exposed surface of the finished structure after the forms are removed. For ties in the region of exposed surfaces, use an approved insert. Re move all forms and do not allow material, except reinforcing supports specified in 509.08, to remain in the concrete . In forming pier, intermediate, or end diaphragms for prestressed or post -tensioned concrete members, do not damage reinforcing steel, stra nds, or precast concrete in the place ment of post installed anchors in these members. Properly brace diaphragm forms externally or use approved form tie inserts cast into these members. For concrete decks separated by an open median or temporarily separate d by a closure section, construct falsework and forms for each deck or section of deck independent of the adjacent structure or remaining superstructure. Immediately before placing concrete, provide temporary openings at the base of column and wall forms a nd in the bottom of all narrow, deep members where necessary to facilitate cleaning or inspection. Provide a 3/4 -inch (20 mm) bevel on all exposed edges using a triangular strip built into the forms. If rustication is used, fasten molding that is surfaced on all sides to the forms in such a manner that the molding remains in the concrete when the forms are removed. Do not remove this molding until the concrete has set sufficiently to prevent damage to the edges of the concrete. If weep holes through abutmen ts or retaining walls are shown on the plans, form weep holes to obtain a smooth circular opening between 3 and 4 inches (75 and 100 mm) and a straight gradient of 0.08 through the wall.
508.04 Oiling Forms. Before placing reinforcing steel, coat the insid e of forms
with non -staining mineral oil or other approved material.
508.05 Basis of Payment. The Department will not separately pay for falsework
and forms. The cost of this work is included for payment in the price bid for the item for which falsework an d forms are used. The Department will not pay for removal and replacement of any part of the structure made unsatisfactory by settlement or form deformation. 509.01 336 The Department will not pay for dynamic load testing as required in 508.02 to determine blow count if piles are not driven to rock .. ITEM 509 REINFORCING STEEL
509.01 Description
509.02 Materials
509.03 Care of Material
509.04 Method of Placing
509.05 Bending
509.06 Approval of Placing
509.07 Splicing
509.08 Supports
509.09 Epoxy Coated Reinforcing Steel
509.10 Method of Measurement
509.11 Basis of Payment
509.01 Description. This work consists of furnishing and placing supports,
mechanical connectors, tie wires, and reinforcing steel of the quality, type, size, and quantity designated, including st eel dowels.
509.02 Materials. Furnish materials conforming to:
Epoxy coated reinforcing steel ............................... 709.00 Reinforcing steel, deformed bars ........................... 709.01, 709.03, 709.05 Spiral reinforcing steel ........................... 709.01 or 709.08 Bar mats and wire fabric ............... 709.09, 709.10, 709.12 Plastic supports ................................ ....................... 709.15 For metal bar supports used at or near the surface of the concrete, furnish either galvanized steel, stainless steel, epoxy coated steel or plastic coated steel. Provide sufficient additional reinforcing steel to replace reinforcing steel removed by the Department for sampling. Replace random samples in the structures with additional steel, spliced according to 509.07. When providing reinforcing steel for spiral cages, galvanized steel conforming to ASTM A767, Class 1, may be provided only for the spiral reinforcing steel in lieu of epoxy coated reinforcing steel. The galvanized coated reinforcing steel will meet all other requirements of 509. Where a sample splice is needed use the lap length requirements for epoxy coated. The Galvanized co ating will be applied after the reinforcing has been fabricated. If the galvanized surface becomes damaged during handling in the field, repairs will conform to ASTM A780. Use bar supports and tie wires which are plastic coated or epoxy coated. Only suppli ers certified under S1068 may provide this reinforcing.
509.03 Care of Material. Upon delivery to the project and before use, stack
reinforcing steel off the ground and keep it free from dirt, oil, grease, or avoidable 509.04 337 rust. Before placing in the concrete, ensure the reinforcing steel is clean and free of loose rust.
509.04 Method of Placing. Place reinforcing steel in the positions shown on the
plans, and firmly secure the steel during the placing and setting of concrete. Tie bars in the superstructure at all intersections, except tie bars at alternate intersections where bar spacing is less than 1 foot (0.3 m) in any direction. The Contractor may place up to 25 percent of the upper longitudinal bars in a bridge deck slab beneath the upper transverse bars t o support the top mat. Do not drive or force reinforcing steel into concrete after its initially set. Welding on reinforcing is prohibited, except as permitted by 709.10 and 709.12. The Engineer will allow the Contractor to fabricate reinforcing bar cages for prestressed beams if fabrication is done in a manner satisfactory to the Director. Install reinforcing steel with the following clearances from the concrete surface:
A.2 1/2 inches [-0 inch, +0. 5 inch] (65 mm [ -0 mm, + 13 mm]) to the top of sidewalks.
B.3 inches [± 0 inch ] (75 mm [±0 mm ]) at the faces of footings placed against rock or earth.
C.1 1/2 inches [ -0 inch, +0.25 inch] (38 mm [ -0 mm, +6 mm]) to the bottom of a cast -in-place deck slab.
D.2 1/2 inches [ -0.25 inch, +0.75 inch] (65 mm [ -6 mm, +19 mm]) to the top surfaces of cast -in-place concrete deck slabs.
E.2 inches [ -0 inch, +0.5 inch] (50 mm [ -0 mm, + 13 mm]) at all other surfaces.
509.05 Bending . Bend reinforcing steel to the dimensions shown on the plans
and in Table 509.05 -1 (509.05 -1M). Reject reinforcing steel showing transverse cracks. 509.06 338 TABLE 509.05 -1 STANDARD BE NDS Bar A DDimension % A DDimension % A DDimension % Nominal Dimensions 180 Bend 90 Bend 135 Bend Bar Diameter Area Weight D A D A D A Size in in² lb/ft in in in in in in 3 0.375 0.11 0.376 2 1/4 5 2 1/4 5 1 1/2 4 4 0.500 0.20 0.668 3 6 3 7 2 4 1/2 5 0.625 0.31 1.043 3 3/4 7 3 3/4 8 1/2 2 1/2 5 1/2 6 0.750 0.44 1.502 41/2 8 4 1/2 10 7 0.875 0.60 2.044 5 1/4 10 5 1/4 12 8 1.000 0.79 2.670 6 11 6 131/2 9 1.128 1.00 3.400 9 1/2 15 9 1/2 15 1/2 10 1.270 1.27 4.303 10 3/4 17 10 3/4 18 11 1.410 1.56 5.313 12 19 12 20 14 1.693 2.25 7.65 18 1/4 27 18 1/4 25 18 2.257 4.00 13.60 24 36 24 33 Tolerances: For diameter of bends, “D”, the tolerance may be plus or minus the diameter of the bar. Standard fabricating tolerances shall be in accordance with the CRSI Manual of Standard Practice. No weight allowances will be made for tolerances. TABLE 509.05 -1M STAN DARD BENDS Bar A DDimension % A DDimension % A DDimension % Nominal Dimensions 180 Bend 90 Bend 135 Bend Bar Diameter Area Weight D A D A D A Size mm mm² kg/m mm mm mm mm mm mm #10M 9.5 71 0.560 60 130 60 130 40 105 #13M 12.7 129 0.994 75 155 75 180 50 115 #16M 15.9 199 1.552 95 180 95 215 65 140 #19M 19.1 284 2.235 115 205 115 255 #22M 22.2 387 3.042 135 255 135 305 #25M 25.4 510 3.973 150 280 150 345 #29M 28.7 645 5.060 240 380 240 395 #32M 32.3 819 6.404 275 430 275 455 #36M 35.8 1006 7.907 305 485 305 510 #43M 43.0 1452 11.38 465 685 465 635 Tolerances: For diameter of bends, “D”, the tolerance may be plus or minus the diameter of the bar. Standard fabricating tolerances shall be in accordance with the CRSI Manual of Standard Practice. No weight allowances will be made for tolerances.
509.06 Approval of Placing. Before placing concrete, obtain the Engineer’s
approval of reinforcing steel in place. 509.07 339 509.07 Splicing. Splice reinforcement only as specified or determined by the Engineer. Splice spiral reinforcement by lapping 1 1/2 turns. Do not replace spiral reinforcement removed for a material sample if the sample is from the end of the spiral and less than or equal to 30 inches (0.8 m) long. Mechanical connectors shall be capable of developing 125 percent of the yield strength of the con nected bars. For threaded connections, do not reduce the nominal area of the bars shown in the plans without increasing the grade of the reinforcing bar shown in the plans. The total slip of the bar within the splice sleeve of the connector after loading i n tension to 30.0 ksi (207 MPa) and relaxing to 3.0 ksi (21 MPa) shall not exceed the following measured displacements between gage points clear of the splice sleeve :
A.For bar sizes up to No. 14: 0.01 in. (0.25 mm)
B.For No. 18 bars: 0.03 in. (0.76 mm) Splice Nos. 14 and 18 (Nos. 45M and 55M) reinforcing steel bars with mechanical connectors. The Department will not permit lap splices for these size bars. Splice Nos. 14 and 18 (Nos. 45M and 55M) reinforcing steel bars with mechanical connectors. The Depa rtment will not permit lap splices for these size bars. Splice additional steel used to replace random samples as follows: TABLE 509.07 -1 TABLE 509.07 -1M Bar Lap Length (inches) Bar Lap Length (mm) Size Uncoated Epoxy Coated Size Uncoated Epoxy Coated 4 22 27 13M 560 690 5 29 35 16M 740 890 6 34 41 19M 870 1040 7 43 52 22M 1090 1320 8 57 69 25M 1450 1750 9 72 87 29M 1830 2210 10 92 111 32M 2340 2820 11 113 137 36M 2870 3480
509.08 Supports. Use precast mortar blocks, metal supports, or plastic supports
of adequate strength, of the proper depth, and in sufficient number to support reinforcing steel. Space supports for reinforcing steel no more than 4 feet (1.2 m) apart transversely and longitudinally. Metal supports shall hav e a shape that is easily enveloped by the concrete. Mortar blocks may only be used to support the lower matt of reinforcing steel in concrete that is cast directly against bedrock or soil.
509.09 Epoxy Coated Reinforcing Steel. Use plastic coated or epoxy coated
bar supports and tie wires to protect the epoxy coating from physical damage, as specified in 709.00, during placement and to prevent electrical coupling between mats. Carefully handle and install bars to perform minimal patching at the job site. Repair physical damage to the epoxy coating with a patching material all damaged
Source: Ohio Construction and Material Specifications, 2019 Edition. Pages 0–0 of 928.