807DESCRIPTION

807.01 DESCRIPTION. Fabricate, transport, and install structural metals.

807.02 MATERIALS. Conform to Section 1013 except as amended herein.

ASTM A325 and A490 have been replaced by ASTM F3125. References to A325 and A490 are to be taken to mean ASTM F3125, Grade A325 and A490 respectively. Provide AASHTO M270, Grade 50 steel, unless specified otherwise. Provide high -strength ASTM A325 Type 1 mechanically galvanized fastener assemblies. Do not galvanize ASTM A490 bolts. Use high -strength Type 3 fastener assemblies with weathering steel. Provide stainles s steel anchor bolts, nuts and washers. Comply with 1013.08.4 . When galvanized anchor bolts, nuts and washers are specified, hot dip galvanize in accordance with 811.08.1 and ASTM F2329.

807.03 SUBMITTALS . Comply with Section 801 . Furnish working drawings

in accordance with 801.05 .

807.04 Fabrication Requirem Ents.

807.04.1 Handling and Storing Materials: Store materials, plain or

fabricated, at the shop and project site above ground on platforms, skids, or other supports. Keep materials free from dirt, grease, and other foreign matter and protect from corrosion. Place and store girders and beams in the upright position. Support long members, such as columns and chords, on skids placed near enough together to prevent dama ge from deflection.

807.04.2 Shop Requirements: Use a fabrication shop possessing current

AISC Structural Steel, AISC Component, and other certifications as required for the bridge elements being fabricated and type of work specified in the Contract. Provide the Chief Construction Engineer with documentation of all current fabricator certifications prior to beginning fabrication. Perform fabrication work requiring Departmental inspection at a location within the continental United States. Alternate certificatio ns that exceed the requirements herein may be submitted to the Chief Construction Engineer for acceptance. Structural Metals

807.01 DESCRIPTION. Fabricate, transport, and install structural metals.

807.02 MATERIALS. Conform to Section 1013 except as amended herein.

ASTM A325 and A490 have been replaced by ASTM F3125. References to A325 and A490 are to be taken to mean ASTM F3125, Grade A325 and A490 respectively. Provide AASHTO M270, Grade 50 steel, unless specified otherwise. Provide high -strength ASTM A325 Type 1 mechanically galvanized fastener assemblies. Do not galvanize ASTM A490 bolts. Use high -strength Type 3 fastener assemblies with weathering steel. Provide stainles s steel anchor bolts, nuts and washers. Comply with 1013.08.4 . When galvanized anchor bolts, nuts and washers are specified, hot dip galvanize in accordance with 811.08.1 and ASTM F2329.

807.03 SUBMITTALS . Comply with Section 801 . Furnish working drawings

in accordance with 801.05 .

807.04 Fabrication Requirem Ents.

807.04.1 Handling and Storing Materials: Store materials, plain or

fabricated, at the shop and project site above ground on platforms, skids, or other supports. Keep materials free from dirt, grease, and other foreign matter and protect from corrosion. Place and store girders and beams in the upright position. Support long members, such as columns and chords, on skids placed near enough together to prevent dama ge from deflection.

807.04.2 Shop Requirements: Use a fabrication shop possessing current

AISC Structural Steel, AISC Component, and other certifications as required for the bridge elements being fabricated and type of work specified in the Contract. Provide the Chief Construction Engineer with documentation of all current fabricator certifications prior to beginning fabrication. Perform fabrication work requiring Departmental inspection at a location within the continental United States. Alternate certificatio ns that exceed the requirements herein may be submitted to the Chief Construction Engineer for acceptance. Structural Metals

807.01 DESCRIPTION. Fabricate, transport, and install structural metals.

807.02 MATERIALS. Conform to Section 1013 except as amended herein.

ASTM A325 and A490 have been replaced by ASTM F3125. References to A325 and A490 are to be taken to mean ASTM F3125, Grade A325 and A490 respectively. Provide AASHTO M270, Grade 50 steel, unless specified otherwise. Provide high -strength ASTM A325 Type 1 mechanically galvanized fastener assemblies. Do not galvanize ASTM A490 bolts. Use high -strength Type 3 fastener assemblies with weathering steel. Provide stainles s steel anchor bolts, nuts and washers. Comply with 1013.08.4 . When galvanized anchor bolts, nuts and washers are specified, hot dip galvanize in accordance with 811.08.1 and ASTM F2329.

807.03 SUBMITTALS . Comply with Section 801 . Furnish working drawings

in accordance with 801.05 .

807.04 Fabrication Requirem Ents.

807.04.1 Handling and Storing Materials: Store materials, plain or

fabricated, at the shop and project site above ground on platforms, skids, or other supports. Keep materials free from dirt, grease, and other foreign matter and protect from corrosion. Place and store girders and beams in the upright position. Support long members, such as columns and chords, on skids placed near enough together to prevent dama ge from deflection.

807.04.2 Shop Requirements: Use a fabrication shop possessing current

AISC Structural Steel, AISC Component, and other certifications as required for the bridge elements being fabricated and type of work specified in the Contract. Provide the Chief Construction Engineer with documentation of all current fabricator certifications prior to beginning fabrication. Perform fabrication work requiring Departmental inspection at a location within the continental United States. Alternate certificatio ns that exceed the requirements herein may be submitted to the Chief Construction Engineer for acceptance. Structural Metals

807.01 DESCRIPTION. Fabricate, transport, and install structural metals.

807.02 MATERIALS. Conform to Section 1013 except as amended herein.

ASTM A325 and A490 have been replaced by ASTM F3125. References to A325 and A490 are to be taken to mean ASTM F3125, Grade A325 and A490 respectively. Provide AASHTO M270, Grade 50 steel, unless specified otherwise. Provide high -strength ASTM A325 Type 1 mechanically galvanized fastener assemblies. Do not galvanize ASTM A490 bolts. Use high -strength Type 3 fastener assemblies with weathering steel. Provide stainles s steel anchor bolts, nuts and washers. Comply with 1013.08.4 . When galvanized anchor bolts, nuts and washers are specified, hot dip galvanize in accordance with 811.08.1 and ASTM F2329.

807.03 SUBMITTALS . Comply with Section 801 . Furnish working drawings

in accordance with 801.05 .

807.04 Fabrication Requirem Ents.

807.04.1 Handling and Storing Materials: Store materials, plain or

fabricated, at the shop and project site above ground on platforms, skids, or other supports. Keep materials free from dirt, grease, and other foreign matter and protect from corrosion. Place and store girders and beams in the upright position. Support long members, such as columns and chords, on skids placed near enough together to prevent dama ge from deflection.

807.04.2 Shop Requirements: Use a fabrication shop possessing current

AISC Structural Steel, AISC Component, and other certifications as required for the bridge elements being fabricated and type of work specified in the Contract. Provide the Chief Construction Engineer with documentation of all current fabricator certifications prior to beginning fabrication. Perform fabrication work requiring Departmental inspection at a location within the continental United States. Alternate certificatio ns that exceed the requirements herein may be submitted to the Chief Construction Engineer for acceptance. Structural Metals

807.01 DESCRIPTION. Fabricate, transport, and install structural metals.

807.02 MATERIALS. Conform to Section 1013 except as amended herein.

ASTM A325 and A490 have been replaced by ASTM F3125. References to A325 and A490 are to be taken to mean ASTM F3125, Grade A325 and A490 respectively. Provide AASHTO M270, Grade 50 steel, unless specified otherwise. Provide high -strength ASTM A325 Type 1 mechanically galvanized fastener assemblies. Do not galvanize ASTM A490 bolts. Use high -strength Type 3 fastener assemblies with weathering steel. Provide stainles s steel anchor bolts, nuts and washers. Comply with 1013.08.4 . When galvanized anchor bolts, nuts and washers are specified, hot dip galvanize in accordance with 811.08.1 and ASTM F2329.

807.03 SUBMITTALS . Comply with Section 801 . Furnish working drawings

in accordance with 801.05 .

807.04 Fabrication Requirem Ents.

807.04.1 Handling and Storing Materials: Store materials, plain or

fabricated, at the shop and project site above ground on platforms, skids, or other supports. Keep materials free from dirt, grease, and other foreign matter and protect from corrosion. Place and store girders and beams in the upright position. Support long members, such as columns and chords, on skids placed near enough together to prevent dama ge from deflection.

807.04.2 Shop Requirements: Use a fabrication shop possessing current

AISC Structural Steel, AISC Component, and other certifications as required for the bridge elements being fabricated and type of work specified in the Contract. Provide the Chief Construction Engineer with documentation of all current fabricator certifications prior to beginning fabrication. Perform fabrication work requiring Departmental inspection at a location within the continental United States. Alternate certificatio ns that exceed the requirements herein may be submitted to the Chief Construction Engineer for acceptance. Structural Metals

807.01 DESCRIPTION. Fabricate, transport, and install structural metals.

807.02 MATERIALS. Conform to Section 1013 except as amended herein.

ASTM A325 and A490 have been replaced by ASTM F3125. References to A325 and A490 are to be taken to mean ASTM F3125, Grade A325 and A490 respectively. Provide AASHTO M270, Grade 50 steel, unless specified otherwise. Provide high -strength ASTM A325 Type 1 mechanically galvanized fastener assemblies. Do not galvanize ASTM A490 bolts. Use high -strength Type 3 fastener assemblies with weathering steel. Provide stainles s steel anchor bolts, nuts and washers. Comply with 1013.08.4 . When galvanized anchor bolts, nuts and washers are specified, hot dip galvanize in accordance with 811.08.1 and ASTM F2329.

807.03 SUBMITTALS . Comply with Section 801 . Furnish working drawings

in accordance with 801.05 .

807.04 Fabrication Requirem Ents.

807.04.1 Handling and Storing Materials: Store materials, plain or

fabricated, at the shop and project site above ground on platforms, skids, or other supports. Keep materials free from dirt, grease, and other foreign matter and protect from corrosion. Place and store girders and beams in the upright position. Support long members, such as columns and chords, on skids placed near enough together to prevent dama ge from deflection.

807.04.2 Shop Requirements: Use a fabrication shop possessing current

AISC Structural Steel, AISC Component, and other certifications as required for the bridge elements being fabricated and type of work specified in the Contract. Provide the Chief Construction Engineer with documentation of all current fabricator certifications prior to beginning fabrication. Perform fabrication work requiring Departmental inspection at a location within the continental United States. Alternate certificatio ns that exceed the requirements herein may be submitted to the Chief Construction Engineer for acceptance. Provide sufficient lifting capacity, work space, and equipment to fabricate the required members. The cranes in each working area shall have a combi ned rated capacity equal to the lifting weight of the heaviest assembly fabricated for shipment unless acceptable alternate lifting and turning facilities are provided. Provide lifting methods which prevent damage or overstress to the material. Fabricate all elements in shops protected from adverse weather. The Fabrication Engineer may allow limited fabrication and welding outside the shop. Outside assembly of field connections may be allowed with prior approval. Supply the Fabrication Engineer an office of at least 140 square foot floor space. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed inte rnet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

807.04.3 Inspection: Inspection may be conducted before, during, and after

fabrication. Materials and workmanship which are in the process of being fabricated and found to contain defects or have been subjected to damaging fabrication procedures will be rejected while still in process. The inspector ha s the right to require testing of materials and/or workmanship, even if materials and/or workmanship are in excess of code requirements. If defects in materials or workmanship are found by additional testing required by the inspector, the additional test w ill be at no additional cost to the Department. If no defects are found, the Department will compensate the contractor for the additional testing. Furnish equipment, certified technicians, and required materials for all required testing of materials and w orkmanship.

807.04.3 1 Mill Inspection: Structural metals will be inspected as

deemed necessary by the engineer. Prior to fabrication, submit for review to the Chief Construction Engineer two copies of Material Test Reports and a notarized “Fabricator’s Material Statement and Certificate of Compliance” which verifies compliance and traceability. When appropriate, a Buy America statement shall be included on the “Fabricator’s Material Statement and Certificate of Compliance.”

807.04.3 2 Shop Inspection: Provide the engine er free and safe access

at all times to all portions of shops where work is being done. Present a schedule of fabrication including shop location and contact information to the Chief Provide sufficient lifting capacity, work space, and equipment to fabricate the required members. The cranes in each working area shall have a combi ned rated capacity equal to the lifting weight of the heaviest assembly fabricated for shipment unless acceptable alternate lifting and turning facilities are provided. Provide lifting methods which prevent damage or overstress to the material. Fabricate all elements in shops protected from adverse weather. The Fabrication Engineer may allow limited fabrication and welding outside the shop. Outside assembly of field connections may be allowed with prior approval. Supply the Fabrication Engineer an office of at least 140 square foot floor space. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed inte rnet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

807.04.3 Inspection: Inspection may be conducted before, during, and after

fabrication. Materials and workmanship which are in the process of being fabricated and found to contain defects or have been subjected to damaging fabrication procedures will be rejected while still in process. The inspector ha s the right to require testing of materials and/or workmanship, even if materials and/or workmanship are in excess of code requirements. If defects in materials or workmanship are found by additional testing required by the inspector, the additional test w ill be at no additional cost to the Department. If no defects are found, the Department will compensate the contractor for the additional testing. Furnish equipment, certified technicians, and required materials for all required testing of materials and w orkmanship.

807.04.3 1 Mill Inspection: Structural metals will be inspected as

deemed necessary by the engineer. Prior to fabrication, submit for review to the Chief Construction Engineer two copies of Material Test Reports and a notarized “Fabricator’s Material Statement and Certificate of Compliance” which verifies compliance and traceability. When appropriate, a Buy America statement shall be included on the “Fabricator’s Material Statement and Certificate of Compliance.”

807.04.3 2 Shop Inspection: Provide the engine er free and safe access

at all times to all portions of shops where work is being done. Present a schedule of fabrication including shop location and contact information to the Chief Provide sufficient lifting capacity, work space, and equipment to fabricate the required members. The cranes in each working area shall have a combi ned rated capacity equal to the lifting weight of the heaviest assembly fabricated for shipment unless acceptable alternate lifting and turning facilities are provided. Provide lifting methods which prevent damage or overstress to the material. Fabricate all elements in shops protected from adverse weather. The Fabrication Engineer may allow limited fabrication and welding outside the shop. Outside assembly of field connections may be allowed with prior approval. Supply the Fabrication Engineer an office of at least 140 square foot floor space. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed inte rnet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

807.04.3 Inspection: Inspection may be conducted before, during, and after

fabrication. Materials and workmanship which are in the process of being fabricated and found to contain defects or have been subjected to damaging fabrication procedures will be rejected while still in process. The inspector ha s the right to require testing of materials and/or workmanship, even if materials and/or workmanship are in excess of code requirements. If defects in materials or workmanship are found by additional testing required by the inspector, the additional test w ill be at no additional cost to the Department. If no defects are found, the Department will compensate the contractor for the additional testing. Furnish equipment, certified technicians, and required materials for all required testing of materials and w orkmanship.

807.04.3 1 Mill Inspection: Structural metals will be inspected as

deemed necessary by the engineer. Prior to fabrication, submit for review to the Chief Construction Engineer two copies of Material Test Reports and a notarized “Fabricator’s Material Statement and Certificate of Compliance” which verifies compliance and traceability. When appropriate, a Buy America statement shall be included on the “Fabricator’s Material Statement and Certificate of Compliance.”

807.04.3 2 Shop Inspection: Provide the engine er free and safe access

at all times to all portions of shops where work is being done. Present a schedule of fabrication including shop location and contact information to the Chief Provide sufficient lifting capacity, work space, and equipment to fabricate the required members. The cranes in each working area shall have a combi ned rated capacity equal to the lifting weight of the heaviest assembly fabricated for shipment unless acceptable alternate lifting and turning facilities are provided. Provide lifting methods which prevent damage or overstress to the material. Fabricate all elements in shops protected from adverse weather. The Fabrication Engineer may allow limited fabrication and welding outside the shop. Outside assembly of field connections may be allowed with prior approval. Supply the Fabrication Engineer an office of at least 140 square foot floor space. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed inte rnet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

807.04.3 Inspection: Inspection may be conducted before, during, and after

fabrication. Materials and workmanship which are in the process of being fabricated and found to contain defects or have been subjected to damaging fabrication procedures will be rejected while still in process. The inspector ha s the right to require testing of materials and/or workmanship, even if materials and/or workmanship are in excess of code requirements. If defects in materials or workmanship are found by additional testing required by the inspector, the additional test w ill be at no additional cost to the Department. If no defects are found, the Department will compensate the contractor for the additional testing. Furnish equipment, certified technicians, and required materials for all required testing of materials and w orkmanship.

807.04.3 1 Mill Inspection: Structural metals will be inspected as

deemed necessary by the engineer. Prior to fabrication, submit for review to the Chief Construction Engineer two copies of Material Test Reports and a notarized “Fabricator’s Material Statement and Certificate of Compliance” which verifies compliance and traceability. When appropriate, a Buy America statement shall be included on the “Fabricator’s Material Statement and Certificate of Compliance.”

807.04.3 2 Shop Inspection: Provide the engine er free and safe access

at all times to all portions of shops where work is being done. Present a schedule of fabrication including shop location and contact information to the Chief Construction Engineer at least 30 days in advance of commencing work. M aintain an updated 30 -day look ahead schedule. Provide a Quality Assurance Program which ensures the products conform to the requirements of the contract and all applicable codes. Provide inspectors meeting the requirements specified in the latest edition of ANSI/AASHTO/AWS D1.5 as appropriate. The fabricator’s inspection shall be an independent and separate function from all other functions. The Department retains the right to exercise oversight and require changes to the contractor’s Quality Assurance P rogram. The Department retains the right to inspect all fabrication, pre -assembly, castings, and other metal items. The Department’s inspection does not relieve the contractor of responsibility to perform Quality Control.

807.04.3 3 Field Inspection: Structural m etals will be inspected as

deemed necessary by the engineer to verify conformance with the plans, specifications, and working drawings. Fabricated members having field work performed that does not conform to the plans, specifications, or previously review ed and accepted working drawings will be subject to rejection.

807.04.4 Marking: Provide temporary markings on each member piece to

provide material traceability throughout fabrication. When galvanizing is specified, use a felt tip paint marker that will not be visible through or bleed through galvanizing coating. Provide permanent piece markings immediately upon start of fabrication at one location for each member. Accomplish steel die stamping with low -stress steel stamps having a minimum face character radiu s of 0.010 inch and a maximum impression depth of 0.010 inch. Impressions shall not be placed within 1 inch of plate edge. In case of doubt as to the grade of metal being used, samples will be taken and tested as directed by the Department’s inspector.

807.04.5 Straightening, Cambering, and Curving Materials and

Members:

807.04.5 1 Straightening Material: Prior to fabrication, rolled material

shall be straight. If straightening is necessary, permission from the Fabrication Engineer is required. Sharp kinks and bends will be cause for rejection of the material. Heat straighten AASHTO M270, Grades HPS 70W and HPS 100W steels under rigidly controlled procedures. Each application requires permission from the Fabrication Engineer. Do not allow the maximum temperature of the s teel to exceed 1100°F. If using normalizing, complete straightening of steel plates before normalizing operations begin for tension member material. Construction Engineer at least 30 days in advance of commencing work. M aintain an updated 30 -day look ahead schedule. Provide a Quality Assurance Program which ensures the products conform to the requirements of the contract and all applicable codes. Provide inspectors meeting the requirements specified in the latest edition of ANSI/AASHTO/AWS D1.5 as appropriate. The fabricator’s inspection shall be an independent and separate function from all other functions. The Department retains the right to exercise oversight and require changes to the contractor’s Quality Assurance P rogram. The Department retains the right to inspect all fabrication, pre -assembly, castings, and other metal items. The Department’s inspection does not relieve the contractor of responsibility to perform Quality Control.

807.04.3 3 Field Inspection: Structural m etals will be inspected as

deemed necessary by the engineer to verify conformance with the plans, specifications, and working drawings. Fabricated members having field work performed that does not conform to the plans, specifications, or previously review ed and accepted working drawings will be subject to rejection.

807.04.4 Marking: Provide temporary markings on each member piece to

provide material traceability throughout fabrication. When galvanizing is specified, use a felt tip paint marker that will not be visible through or bleed through galvanizing coating. Provide permanent piece markings immediately upon start of fabrication at one location for each member. Accomplish steel die stamping with low -stress steel stamps having a minimum face character radiu s of 0.010 inch and a maximum impression depth of 0.010 inch. Impressions shall not be placed within 1 inch of plate edge. In case of doubt as to the grade of metal being used, samples will be taken and tested as directed by the Department’s inspector.

807.04.5 Straightening, Cambering, and Curving Materials and

Members:

807.04.5 1 Straightening Material: Prior to fabrication, rolled material

shall be straight. If straightening is necessary, permission from the Fabrication Engineer is required. Sharp kinks and bends will be cause for rejection of the material. Heat straighten AASHTO M270, Grades HPS 70W and HPS 100W steels under rigidly controlled procedures. Each application requires permission from the Fabrication Engineer. Do not allow the maximum temperature of the s teel to exceed 1100°F. If using normalizing, complete straightening of steel plates before normalizing operations begin for tension member material. Construction Engineer at least 30 days in advance of commencing work. M aintain an updated 30 -day look ahead schedule. Provide a Quality Assurance Program which ensures the products conform to the requirements of the contract and all applicable codes. Provide inspectors meeting the requirements specified in the latest edition of ANSI/AASHTO/AWS D1.5 as appropriate. The fabricator’s inspection shall be an independent and separate function from all other functions. The Department retains the right to exercise oversight and require changes to the contractor’s Quality Assurance P rogram. The Department retains the right to inspect all fabrication, pre -assembly, castings, and other metal items. The Department’s inspection does not relieve the contractor of responsibility to perform Quality Control.

807.04.3 3 Field Inspection: Structural m etals will be inspected as

deemed necessary by the engineer to verify conformance with the plans, specifications, and working drawings. Fabricated members having field work performed that does not conform to the plans, specifications, or previously review ed and accepted working drawings will be subject to rejection.

807.04.4 Marking: Provide temporary markings on each member piece to

provide material traceability throughout fabrication. When galvanizing is specified, use a felt tip paint marker that will not be visible through or bleed through galvanizing coating. Provide permanent piece markings immediately upon start of fabrication at one location for each member. Accomplish steel die stamping with low -stress steel stamps having a minimum face character radiu s of 0.010 inch and a maximum impression depth of 0.010 inch. Impressions shall not be placed within 1 inch of plate edge. In case of doubt as to the grade of metal being used, samples will be taken and tested as directed by the Department’s inspector.

807.04.5 Straightening, Cambering, and Curving Materials and

Members:

807.04.5 1 Straightening Material: Prior to fabrication, rolled material

shall be straight. If straightening is necessary, permission from the Fabrication Engineer is required. Sharp kinks and bends will be cause for rejection of the material. Heat straighten AASHTO M270, Grades HPS 70W and HPS 100W steels under rigidly controlled procedures. Each application requires permission from the Fabrication Engineer. Do not allow the maximum temperature of the s teel to exceed 1100°F. If using normalizing, complete straightening of steel plates before normalizing operations begin for tension member material. Construction Engineer at least 30 days in advance of commencing work. M aintain an updated 30 -day look ahead schedule. Provide a Quality Assurance Program which ensures the products conform to the requirements of the contract and all applicable codes. Provide inspectors meeting the requirements specified in the latest edition of ANSI/AASHTO/AWS D1.5 as appropriate. The fabricator’s inspection shall be an independent and separate function from all other functions. The Department retains the right to exercise oversight and require changes to the contractor’s Quality Assurance P rogram. The Department retains the right to inspect all fabrication, pre -assembly, castings, and other metal items. The Department’s inspection does not relieve the contractor of responsibility to perform Quality Control.

807.04.3 3 Field Inspection: Structural m etals will be inspected as

deemed necessary by the engineer to verify conformance with the plans, specifications, and working drawings. Fabricated members having field work performed that does not conform to the plans, specifications, or previously review ed and accepted working drawings will be subject to rejection.

807.04.4 Marking: Provide temporary markings on each member piece to

provide material traceability throughout fabrication. When galvanizing is specified, use a felt tip paint marker that will not be visible through or bleed through galvanizing coating. Provide permanent piece markings immediately upon start of fabrication at one location for each member. Accomplish steel die stamping with low -stress steel stamps having a minimum face character radiu s of 0.010 inch and a maximum impression depth of 0.010 inch. Impressions shall not be placed within 1 inch of plate edge. In case of doubt as to the grade of metal being used, samples will be taken and tested as directed by the Department’s inspector.

807.04.5 Straightening, Cambering, and Curving Materials and

Members:

807.04.5 1 Straightening Material: Prior to fabrication, rolled material

shall be straight. If straightening is necessary, permission from the Fabrication Engineer is required. Sharp kinks and bends will be cause for rejection of the material. Heat straighten AASHTO M270, Grades HPS 70W and HPS 100W steels under rigidly controlled procedures. Each application requires permission from the Fabrication Engineer. Do not allow the maximum temperature of the s teel to exceed 1100°F. If using normalizing, complete straightening of steel plates before normalizing operations begin for tension member material. Construction Engineer at least 30 days in advance of commencing work. M aintain an updated 30 -day look ahead schedule. Provide a Quality Assurance Program which ensures the products conform to the requirements of the contract and all applicable codes. Provide inspectors meeting the requirements specified in the latest edition of ANSI/AASHTO/AWS D1.5 as appropriate. The fabricator’s inspection shall be an independent and separate function from all other functions. The Department retains the right to exercise oversight and require changes to the contractor’s Quality Assurance P rogram. The Department retains the right to inspect all fabrication, pre -assembly, castings, and other metal items. The Department’s inspection does not relieve the contractor of responsibility to perform Quality Control.

807.04.3 3 Field Inspection: Structural m etals will be inspected as

deemed necessary by the engineer to verify conformance with the plans, specifications, and working drawings. Fabricated members having field work performed that does not conform to the plans, specifications, or previously review ed and accepted working drawings will be subject to rejection.

807.04.4 Marking: Provide temporary markings on each member piece to

provide material traceability throughout fabrication. When galvanizing is specified, use a felt tip paint marker that will not be visible through or bleed through galvanizing coating. Provide permanent piece markings immediately upon start of fabrication at one location for each member. Accomplish steel die stamping with low -stress steel stamps having a minimum face character radiu s of 0.010 inch and a maximum impression depth of 0.010 inch. Impressions shall not be placed within 1 inch of plate edge. In case of doubt as to the grade of metal being used, samples will be taken and tested as directed by the Department’s inspector.

807.04.5 Straightening, Cambering, and Curving Materials and

Members:

807.04.5 1 Straightening Material: Prior to fabrication, rolled material

shall be straight. If straightening is necessary, permission from the Fabrication Engineer is required. Sharp kinks and bends will be cause for rejection of the material. Heat straighten AASHTO M270, Grades HPS 70W and HPS 100W steels under rigidly controlled procedures. Each application requires permission from the Fabrication Engineer. Do not allow the maximum temperature of the s teel to exceed 1100°F. If using normalizing, complete straightening of steel plates before normalizing operations begin for tension member material. For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and For all other steels with specified yield points less than 70,000 psi, the temperature of heating area shall not exceed 1200°F as controlled by pyrometers or temperature -indicating crayons.

807.04.5 2 Straightening of Members: Do not use artificial cooling

method unless permitted by the Fabrication Engineer.

807.04.5 3 Camber for Welded Plate Girders and Rolled Beams:

Camber members before heat curving. Camber welded plate girders by cutting camber into webs. Camber rolled beams using either heat methods or cold bending methods. Submit methods and procedures to the Fabrication Engineer for review. Show accepted details and procedures on submitted shop drawings. When using heat, the temperature of heating area shall not exceed 1100°F as controlled by pyrometers or temperature -indicating crayons. After cambering, allow the beam to air cool. Do not quench. Camber members in accordance with the plans.

807.04.5 4 Curving Welded Plate Girders and Rolled Beams:

807.04.5 4.1 Materials: Do not heat curve steels that are

manufactured to a specified yield point greater than 70,000 psi. Heat curving will not be permitted for those portions of girders where span base line radius of curvature is 200 feet or less.

807.04.5 4.2 Type of Heating: Beams and girders may be curved by

either continuous or V -type heating, as permitted by the Fabrication Engineer and shall be in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications .

807.04.6 Finish:

Neatly finish all edges in accordance with the latest version of the AASHTO LRFD Bridge Construction Specifications . Neat finish is defined as a surface without irregularities such as burrs, sharp edg es, slag, and voids.

807.04.6 1 Facing of Bearing Surfaces: The surface finish of

bearings, base plates, and other bearing surfaces that are to come in contact with each other or with concrete shall comply with the surface finish of Table 807-1 and ANSI B 46.1, Surface Roughness, Waviness, and Lay, Part 1. Table 807-1 Bearing Surface Finish Surface Surface Finish, μ in Steel slabs 2000 Heavy plates in contact in shoes to be welded 1000 Milled ends of compression members, milled or ground ends of stiffeners and fillers 500 Bridge rollers and rockers 250 Pins and pin holes 125 Sliding bearings 125 All other surfaces 500

807.04.6 2 Abutting Joints : Abutting joints in compression members,

girder flanges, and tension members shall be faced and brought to an even bearing when specified. When joints are not faced, the opening shall not exceed 1/4 inch.

807.04.7 Bolt Holes: Provide bolt holes with dimensions conforming to

Table 807 -2. Drill holes full -size, or subsize, and ream holes. Subsize holes by subdrilling or subpu nching. Thermal forming of holes will not be permitted. After holes are finalized, remove burrs and shavings. The member shall be free from twists, bends, and other deformation. Submit proposed repair procedures to the Fabrication Engineer for review. Initiate repairs upon acceptance of submitted repair procedure.

807.04.7 1 Forming Holes: Provide standard holes and oversize holes

that are cylindrical and perpendicular to the component. Provide slotted hole edges that are perpendicular to the component. In material composed of five or less plates and having a total thickness of 5/8 inch or less, form holes by drilling full-size, or subsizing and reaming. In material composed of more than five plates or having a total thickness of greater than 5/8 inch, form holes by subsizing and reaming, or drill full-size while components are assembled and held in proper position. In milled -to-bear connections, assemble connection components and hold in proper bearing position while either reaming subsize holes to full-size or drilling full-size holes. In connections which are not milled -to-bear, use any of the following methods to finalize holes:

807.04.6 2 Abutting Joints : Abutting joints in compression members,

girder flanges, and tension members shall be faced and brought to an even bearing when specified. When joints are not faced, the opening shall not exceed 1/4 inch.

807.04.7 Bolt Holes: Provide bolt holes with dimensions conforming to

Table 807 -2. Drill holes full -size, or subsize, and ream holes. Subsize holes by subdrilling or subpu nching. Thermal forming of holes will not be permitted. After holes are finalized, remove burrs and shavings. The member shall be free from twists, bends, and other deformation. Submit proposed repair procedures to the Fabrication Engineer for review. Initiate repairs upon acceptance of submitted repair procedure.

807.04.7 1 Forming Holes: Provide standard holes and oversize holes

that are cylindrical and perpendicular to the component. Provide slotted hole edges that are perpendicular to the component. In material composed of five or less plates and having a total thickness of 5/8 inch or less, form holes by drilling full-size, or subsizing and reaming. In material composed of more than five plates or having a total thickness of greater than 5/8 inch, form holes by subsizing and reaming, or drill full-size while components are assembled and held in proper position. In milled -to-bear connections, assemble connection components and hold in proper bearing position while either reaming subsize holes to full-size or drilling full-size holes. In connections which are not milled -to-bear, use any of the following methods to finalize holes:

807.04.6 2 Abutting Joints : Abutting joints in compression members,

girder flanges, and tension members shall be faced and brought to an even bearing when specified. When joints are not faced, the opening shall not exceed 1/4 inch.

807.04.7 Bolt Holes: Provide bolt holes with dimensions conforming to

Table 807 -2. Drill holes full -size, or subsize, and ream holes. Subsize holes by subdrilling or subpu nching. Thermal forming of holes will not be permitted. After holes are finalized, remove burrs and shavings. The member shall be free from twists, bends, and other deformation. Submit proposed repair procedures to the Fabrication Engineer for review. Initiate repairs upon acceptance of submitted repair procedure.

807.04.7 1 Forming Holes: Provide standard holes and oversize holes

that are cylindrical and perpendicular to the component. Provide slotted hole edges that are perpendicular to the component. In material composed of five or less plates and having a total thickness of 5/8 inch or less, form holes by drilling full-size, or subsizing and reaming. In material composed of more than five plates or having a total thickness of greater than 5/8 inch, form holes by subsizing and reaming, or drill full-size while components are assembled and held in proper position. In milled -to-bear connections, assemble connection components and hold in proper bearing position while either reaming subsize holes to full-size or drilling full-size holes. In connections which are not milled -to-bear, use any of the following methods to finalize holes:

807.04.6 2 Abutting Joints : Abutting joints in compression members,

girder flanges, and tension members shall be faced and brought to an even bearing when specified. When joints are not faced, the opening shall not exceed 1/4 inch.

807.04.7 Bolt Holes: Provide bolt holes with dimensions conforming to

Table 807 -2. Drill holes full -size, or subsize, and ream holes. Subsize holes by subdrilling or subpu nching. Thermal forming of holes will not be permitted. After holes are finalized, remove burrs and shavings. The member shall be free from twists, bends, and other deformation. Submit proposed repair procedures to the Fabrication Engineer for review. Initiate repairs upon acceptance of submitted repair procedure.

807.04.7 1 Forming Holes: Provide standard holes and oversize holes

that are cylindrical and perpendicular to the component. Provide slotted hole edges that are perpendicular to the component. In material composed of five or less plates and having a total thickness of 5/8 inch or less, form holes by drilling full-size, or subsizing and reaming. In material composed of more than five plates or having a total thickness of greater than 5/8 inch, form holes by subsizing and reaming, or drill full-size while components are assembled and held in proper position. In milled -to-bear connections, assemble connection components and hold in proper bearing position while either reaming subsize holes to full-size or drilling full-size holes. In connections which are not milled -to-bear, use any of the following methods to finalize holes:

807.04.7 2 Use of Oversize and Slotted Holes: When specified or

approved, oversize, short -slotted, and long -slotted holes may be used with high strength bolts having a nominal diameter of 5/8 inch and larger except as follows:

807.04.7 2 Use of Oversize and Slotted Holes: When specified or

approved, oversize, short -slotted, and long -slotted holes may be used with high strength bolts having a nominal diameter of 5/8 inch and larger except as follows:

807.04.7 3 Accuracy of Forming and Location : Poor matching of

holes and holes that are not perpendicular to the component will be rejected.

807.04.8 Shop Assembly : Use Full or Progressive Assembly methods

unless otherwise specified. Place milled -to-bear ends of members in full bearing prior to drilling or reaming holes for connection. When full -size holes are formed prior to assembly, assemble components, and verify and document that assemblies conform to plans and shop drawings, including camber, alig nment, accuracy of holes, and fit of milled joints. When holes are to be formed or finalized in assembled components, assemble components, and verify and document that assemblies conform to plans and shop drawings, including camber, alignment, accuracy of holes, and fit of milled joints prior to finalizing holes. Submit documentation verifying assembly conformance to the Fabrication Engineer for review. Upon acceptance the assembly may be dismantled. Match -mark assembled components in accordance with 807.04.4 and submit a diagram showing such marks to the Fabrication Engine er for record. Table 807-2 Bolt Hole Dimensions Bolt Diameter, d (inch) Standard Hole Diameter (inch) Oversize Hole Dimension (inch) Short -Slotted Hole Dimensions Long -Slotted Hole Dimensions Width (inch) Length (inch) Width (inch) Length (inch) 1/2 9/16 N/A N/A N/A N/A N/A 5/8 11/16 13/16 11/16 7/8 11/16 19/16 3/4 13/16 15/16 13/16 1 13/16 17/8 7/8 15/16 11/16 15/16 11/8 15/16 23/16 1 11/16 11/4 11/16 15/16 11/16 21/2 ≥11/8 d +1/16 d +5/16 d +1/16 d +3/8 d +1/16 2.5d

807.04.7 3 Accuracy of Forming and Location : Poor matching of

holes and holes that are not perpendicular to the component will be rejected.

807.04.8 Shop Assembly : Use Full or Progressive Assembly methods

unless otherwise specified. Place milled -to-bear ends of members in full bearing prior to drilling or reaming holes for connection. When full -size holes are formed prior to assembly, assemble components, and verify and document that assemblies conform to plans and shop drawings, including camber, alig nment, accuracy of holes, and fit of milled joints. When holes are to be formed or finalized in assembled components, assemble components, and verify and document that assemblies conform to plans and shop drawings, including camber, alignment, accuracy of holes, and fit of milled joints prior to finalizing holes. Submit documentation verifying assembly conformance to the Fabrication Engineer for review. Upon acceptance the assembly may be dismantled. Match -mark assembled components in accordance with 807.04.4 and submit a diagram showing such marks to the Fabrication Engine er for record. Table 807-2 Bolt Hole Dimensions Bolt Diameter, d (inch) Standard Hole Diameter (inch) Oversize Hole Dimension (inch) Short -Slotted Hole Dimensions Long -Slotted Hole Dimensions Width (inch) Length (inch) Width (inch) Length (inch) 1/2 9/16 N/A N/A N/A N/A N/A 5/8 11/16 13/16 11/16 7/8 11/16 19/16 3/4 13/16 15/16 13/16 1 13/16 17/8 7/8 15/16 11/16 15/16 11/8 15/16 23/16 1 11/16 11/4 11/16 15/16 11/16 21/2 ≥11/8 d +1/16 d +5/16 d +1/16 d +3/8 d +1/16 2.5d

807.04.7 3 Accuracy of Forming and Location : Poor matching of

holes and holes that are not perpendicular to the component will be rejected.

807.04.8 Shop Assembly : Use Full or Progressive Assembly methods

unless otherwise specified. Place milled -to-bear ends of members in full bearing prior to drilling or reaming holes for connection. When full -size holes are formed prior to assembly, assemble components, and verify and document that assemblies conform to plans and shop drawings, including camber, alig nment, accuracy of holes, and fit of milled joints. When holes are to be formed or finalized in assembled components, assemble components, and verify and document that assemblies conform to plans and shop drawings, including camber, alignment, accuracy of holes, and fit of milled joints prior to finalizing holes. Submit documentation verifying assembly conformance to the Fabrication Engineer for review. Upon acceptance the assembly may be dismantled. Match -mark assembled components in accordance with 807.04.4 and submit a diagram showing such marks to the Fabrication Engine er for record.

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

807.04.8 1 Full Girder or Truss Assembly : Assemble all members of

each continuous beam line, plate girder, truss, arch rib, bent, tower face, or rigid frame at one time.

807.04.8 2 Progressive Girder or Truss Assembly : Progressive

Girder Assembly consists o f initially assembling at least three contiguous shop sections of each continuous beam line, plate girder, or arch rib. Progressive Truss Assembly consists of initially assembling at least three contiguous panels for each truss, bent, tower face, or rigid frame, but no less than the number of panels associated with three contiguous chord lengths. For both cases, successive assemblies consist of at least one section or panel of the previous assembly (repositioned, if necessary, and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 fee t, each assembly shall be at least 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the preceding requirements are satisfied. Assemblies consisting of less than three shop sections or panels require approval of the engineer.

807.04.8 3 Full Chord Assembly : Assemble with geometric angles at

the joints the full length of each chord of each truss or open spandrel arch, or each leg of each bent or tower. Ream web member connections using steel templates set at geometric (not cambered) angular relation to the chord line. Mill or scribe at least one end of each web member normal to the longitudinal axis of the member. Accurately locate the templates at both ends of the member from one of the milled ends o r scribed lines.

807.04.8 4 Progressive Chord Assembly : Assemble contiguous

chord members in the manner specified for Full Chord Assembly and in the number and length specified for Progressive Girder or Truss Assembly.

807.04.8 5 Special Girder Assembly : Assemble rolled b eams or plate

girders in pairs when they are part of a simply supported span having horizontal curvature, skew, or superelevation. Assemble with floor system, lateral bracing, and cross frames on blocking, with the proper camber and relative elevation, an d provide proper fittings of all parts during field erection.

807.04.8 6 Special Full Structure Assembly : Assemble the entire

structure, including the floor system, for structures having curved girders or skews when in combination with grade or camber.

807.04.8 7 Bearing Assembly : Completely assemble bearing

components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. components, check accuracy of fit, and match -mark for shipping.

807.04.9 Plate Cut Edges :

807.04.9 1 Edge Planing : Sheared edges of plates more than 5/8 inch

thick and carrying calculated stress shall be planed, milled, ground or th ermal cut to remove a minimum of 1/4 inch. Radius reentrant corners to 3/4 inch minimum before cutting.

807.04.9 2 Visual Inspection and Repair : Visually inspect and repair

plate cut edges in accordance with the latest edition of ANSI/AASHTO/AWS D1.5 Bridge Weldi ng Code .

807.04.10 Shop Welding : Comply with Section 809 .

807.04.11 End Connect ion Angles: Construct floor beams, stringers, and

girders having end connection angles to specified length (+0, −1/16 inch) between heels of connection angles. If continuity is required, end connections shall be faced. Thickness of connection angles shall not be less than 3/8 inch or less than plan thickness after facing.

807.04.12 Lacing Bars : Ends of lacing bars shall be neatly rounded.

807.04.13 Direction of Rolling and Stress : Cut and fabricate steel plates

and splice plates for primary members so that the direction of rolling is parallel to the direction of the main tensile and compressive stresses.

807.04.14 Bent Plates: Cold -bending of fracture -critical steels and

fracture -critical members is prohibited. Bend plates at right angles to the direction of rolling for unwelded, cold-bent, load-carrying members. Cold -bent ribs for orthotropic -deck bridges may be bent in the direction of rolling, if permitted. Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in Table 807-3. Table 807-3 Steel Plate Minimum Cold Bending Inside Radius Plate Thickness, t (inch) M270 Grades 36, 50, 50S, 50W, HPS 50W, and HPS 70W Minimum Bend Radius Up to 0.50 2.0 t Over 0.50 to 1.00 2.5 t Over 1.00 to 1.50 3.0 t Over 1.50 to 2.50 3.5 t Over 2.50 to 4.00 4.0 t For grades not included in Table 807 -3, follow minimum bend radii specified in the latest AASHTO LRFD Bridge Construction Specifications or larger radii if recommended by the plate producer. If shorter radii are required, hot bend plates at a temperature no greater than 1100°F. Hot -bent plates shall conform to the requirements for cold -bent plates. Before bending, round off plate edges to a radius of 1/16 inch throughout the portion of the plate to be bent.

807.04.15 Stiffeners : Clip lower inside corner of trans verse stiffeners at

least 1.5 inch, and terminate longitudinal stiffeners at least 1.0 inch short of transverse stiffeners to facilitate drainage. Bearing stiffeners of girders and stiffeners intended as supports for concentrated loads shall have full bear ing (either milled, ground, or welded, as specified) on the flanges. Stiffeners not intended to support concentrated loads shall have a tight fit unless otherwise shown on the plans. Do not weld transversely across tension flanges of beams or girders unle ss shown on the plans.

807.04.16 Eyebars : Fabrication shall comply with the latest AASHTO

LRFD Bridge Construction Specifications . No welding is allowed on eye bars or to secure adjacent eye bars.

807.04.17 Stress Relieving : When specified, stress -relieve members in

accordance with AWS.

807.04.18 Pins and Rollers : Pins and rollers shall be accurately turned to

specified dimensions and shall be straight, smooth, and free from flaws. Finish in accordance with Table 807-1. Table 807-3 Steel Plate Minimum Cold Bending Inside Radius Plate Thickness, t (inch) M270 Grades 36, 50, 50S, 50W, HPS 50W, and HPS 70W Minimum Bend Radius Up to 0.50 2.0 t Over 0.50 to 1.00 2.5 t Over 1.00 to 1.50 3.0 t Over 1.50 to 2.50 3.5 t Over 2.50 to 4.00 4.0 t For grades not included in Table 807 -3, follow minimum bend radii specified in the latest AASHTO LRFD Bridge Construction Specifications or larger radii if recommended by the plate producer. If shorter radii are required, hot bend plates at a temperature no greater than 1100°F. Hot -bent plates shall conform to the requirements for cold -bent plates. Before bending, round off plate edges to a radius of 1/16 inch throughout the portion of the plate to be bent.

807.04.15 Stiffeners : Clip lower inside corner of trans verse stiffeners at

least 1.5 inch, and terminate longitudinal stiffeners at least 1.0 inch short of transverse stiffeners to facilitate drainage. Bearing stiffeners of girders and stiffeners intended as supports for concentrated loads shall have full bear ing (either milled, ground, or welded, as specified) on the flanges. Stiffeners not intended to support concentrated loads shall have a tight fit unless otherwise shown on the plans. Do not weld transversely across tension flanges of beams or girders unle ss shown on the plans.

807.04.16 Eyebars : Fabrication shall comply with the latest AASHTO

LRFD Bridge Construction Specifications . No welding is allowed on eye bars or to secure adjacent eye bars.

807.04.17 Stress Relieving : When specified, stress -relieve members in

accordance with AWS.

807.04.18 Pins and Rollers : Pins and rollers shall be accurately turned to

specified dimensions and shall be straight, smooth, and free from flaws. Finish in accordance with Table 807-1. Table 807-3 Steel Plate Minimum Cold Bending Inside Radius Plate Thickness, t (inch) M270 Grades 36, 50, 50S, 50W, HPS 50W, and HPS 70W Minimum Bend Radius Up to 0.50 2.0 t Over 0.50 to 1.00 2.5 t Over 1.00 to 1.50 3.0 t Over 1.50 to 2.50 3.5 t Over 2.50 to 4.00 4.0 t For grades not included in Table 807 -3, follow minimum bend radii specified in the latest AASHTO LRFD Bridge Construction Specifications or larger radii if recommended by the plate producer. If shorter radii are required, hot bend plates at a temperature no greater than 1100°F. Hot -bent plates shall conform to the requirements for cold -bent plates. Before bending, round off plate edges to a radius of 1/16 inch throughout the portion of the plate to be bent.

807.04.15 Stiffeners : Clip lower inside corner of trans verse stiffeners at

least 1.5 inch, and terminate longitudinal stiffeners at least 1.0 inch short of transverse stiffeners to facilitate drainage. Bearing stiffeners of girders and stiffeners intended as supports for concentrated loads shall have full bear ing (either milled, ground, or welded, as specified) on the flanges. Stiffeners not intended to support concentrated loads shall have a tight fit unless otherwise shown on the plans. Do not weld transversely across tension flanges of beams or girders unle ss shown on the plans.

807.04.16 Eyebars : Fabrication shall comply with the latest AASHTO

LRFD Bridge Construction Specifications . No welding is allowed on eye bars or to secure adjacent eye bars.

807.04.17 Stress Relieving : When specified, stress -relieve members in

accordance with AWS.

807.04.18 Pins and Rollers : Pins and rollers shall be accurately turned to

specified dimensions and shall be straight, smooth, and free from flaws. Finish in accordance with Table 807-1. Table 807-3 Steel Plate Minimum Cold Bending Inside Radius Plate Thickness, t (inch) M270 Grades 36, 50, 50S, 50W, HPS 50W, and HPS 70W Minimum Bend Radius Up to 0.50 2.0 t Over 0.50 to 1.00 2.5 t Over 1.00 to 1.50 3.0 t Over 1.50 to 2.50 3.5 t Over 2.50 to 4.00 4.0 t For grades not included in Table 807 -3, follow minimum bend radii specified in the latest AASHTO LRFD Bridge Construction Specifications or larger radii if recommended by the plate producer. If shorter radii are required, hot bend plates at a temperature no greater than 1100°F. Hot -bent plates shall conform to the requirements for cold -bent plates. Before bending, round off plate edges to a radius of 1/16 inch throughout the portion of the plate to be bent.

807.04.15 Stiffeners : Clip lower inside corner of trans verse stiffeners at

least 1.5 inch, and terminate longitudinal stiffeners at least 1.0 inch short of transverse stiffeners to facilitate drainage. Bearing stiffeners of girders and stiffeners intended as supports for concentrated loads shall have full bear ing (either milled, ground, or welded, as specified) on the flanges. Stiffeners not intended to support concentrated loads shall have a tight fit unless otherwise shown on the plans. Do not weld transversely across tension flanges of beams or girders unle ss shown on the plans.

807.04.16 Eyebars : Fabrication shall comply with the latest AASHTO

LRFD Bridge Construction Specifications . No welding is allowed on eye bars or to secure adjacent eye bars.

807.04.17 Stress Relieving : When specified, stress -relieve members in

accordance with AWS.

807.04.18 Pins and Rollers : Pins and rollers shall be accurately turned to

specified dimensions and shall be straight, smooth, and free from flaws. Finish in accordance with Table 807-1. Table 807-3 Steel Plate Minimum Cold Bending Inside Radius Plate Thickness, t (inch) M270 Grades 36, 50, 50S, 50W, HPS 50W, and HPS 70W Minimum Bend Radius Up to 0.50 2.0 t Over 0.50 to 1.00 2.5 t Over 1.00 to 1.50 3.0 t Over 1.50 to 2.50 3.5 t Over 2.50 to 4.00 4.0 t For grades not included in Table 807 -3, follow minimum bend radii specified in the latest AASHTO LRFD Bridge Construction Specifications or larger radii if recommended by the plate producer. If shorter radii are required, hot bend plates at a temperature no greater than 1100°F. Hot -bent plates shall conform to the requirements for cold -bent plates. Before bending, round off plate edges to a radius of 1/16 inch throughout the portion of the plate to be bent.

807.04.15 Stiffeners : Clip lower inside corner of trans verse stiffeners at

least 1.5 inch, and terminate longitudinal stiffeners at least 1.0 inch short of transverse stiffeners to facilitate drainage. Bearing stiffeners of girders and stiffeners intended as supports for concentrated loads shall have full bear ing (either milled, ground, or welded, as specified) on the flanges. Stiffeners not intended to support concentrated loads shall have a tight fit unless otherwise shown on the plans. Do not weld transversely across tension flanges of beams or girders unle ss shown on the plans.

807.04.16 Eyebars : Fabrication shall comply with the latest AASHTO

LRFD Bridge Construction Specifications . No welding is allowed on eye bars or to secure adjacent eye bars.

807.04.17 Stress Relieving : When specified, stress -relieve members in

accordance with AWS.

807.04.18 Pins and Rollers : Pins and rollers shall be accurately turned to

specified dimensions and shall be straight, smooth, and free from flaws. Finish in accordance with Table 807-1. Forge and anneal pins and rollers more than 9 inches in diameter. Pins and rollers 9 inches or less in diameter may be either forged and annealed or cold -finished carbon -steel shafting. In pins larger than 9 inches in diameter, bore a hole not less than 2 inches in diameter full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent damage by too rapid cooling and before being annealed.

807.04.19 Boring Pin Holes : Bore pin holes true to specified diameter,

smooth and straight, at right angles with the axis of the member and parallel with each other. Produce the final surface by a finishing cut. Finish in accordance with Table 807-1. Pin hole diameter shall not exceed pin diameter by more than 0.020 inch for pin diameters of 5 inc hes or less, and 0.03125 inch for larger pins. The distance outside -to-outside of end holes in tension members and inside -to-inside of end holes in compression members shall not vary from that specified more than 0.03125 inch. Bore holes in built -up membe rs after the member has been assembled.

807.04.20 Screw Threads : Threads for bolts and pins for structural steel

construction shall comply with the Unified Standard Series UNC/ANSI B1.1 , Class 2A for external threads and Class 2B for internal threads. Pin ends h aving a diameter of 1.375 inch or more shall be threaded six threads per inch.

807.04.21 Pilot and Driving Nuts : Furnish two pilot nuts and two driving

nuts for each size pin.

807.04.22 Marking and Shipping : Adhere to 105.12 when shipping

material. Paint or mark each member with an erection mark for identification in accordance with 807.04.4 . Furnish an erection diagram with erection marks shown thereon. Members weighing more than three tons shall have weights marked thereon. A list and descriptio n of packaged materials shall be plainly marked on the outside of each shipping container. Load, transport, and erect structural members in accordance with the accepted transportation and erection plan. Transport girders and beams in the upright position. Prevent excessive stress and deformation in members. Ship pins, small parts, and packages of bolts, washers, and nuts in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. Submit for record to the engineer a s many copies of material orders, shipping statements and erection diagrams as directed. Show weights of individual members on the statements. Forge and anneal pins and rollers more than 9 inches in diameter. Pins and rollers 9 inches or less in diameter may be either forged and annealed or cold -finished carbon -steel shafting. In pins larger than 9 inches in diameter, bore a hole not less than 2 inches in diameter full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent damage by too rapid cooling and before being annealed.

807.04.19 Boring Pin Holes : Bore pin holes true to specified diameter,

smooth and straight, at right angles with the axis of the member and parallel with each other. Produce the final surface by a finishing cut. Finish in accordance with Table 807-1. Pin hole diameter shall not exceed pin diameter by more than 0.020 inch for pin diameters of 5 inc hes or less, and 0.03125 inch for larger pins. The distance outside -to-outside of end holes in tension members and inside -to-inside of end holes in compression members shall not vary from that specified more than 0.03125 inch. Bore holes in built -up membe rs after the member has been assembled.

807.04.20 Screw Threads : Threads for bolts and pins for structural steel

construction shall comply with the Unified Standard Series UNC/ANSI B1.1 , Class 2A for external threads and Class 2B for internal threads. Pin ends h aving a diameter of 1.375 inch or more shall be threaded six threads per inch.

807.04.21 Pilot and Driving Nuts : Furnish two pilot nuts and two driving

nuts for each size pin.

807.04.22 Marking and Shipping : Adhere to 105.12 when shipping

material. Paint or mark each member with an erection mark for identification in accordance with 807.04.4 . Furnish an erection diagram with erection marks shown thereon. Members weighing more than three tons shall have weights marked thereon. A list and descriptio n of packaged materials shall be plainly marked on the outside of each shipping container. Load, transport, and erect structural members in accordance with the accepted transportation and erection plan. Transport girders and beams in the upright position. Prevent excessive stress and deformation in members. Ship pins, small parts, and packages of bolts, washers, and nuts in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. Submit for record to the engineer a s many copies of material orders, shipping statements and erection diagrams as directed. Show weights of individual members on the statements. Forge and anneal pins and rollers more than 9 inches in diameter. Pins and rollers 9 inches or less in diameter may be either forged and annealed or cold -finished carbon -steel shafting. In pins larger than 9 inches in diameter, bore a hole not less than 2 inches in diameter full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent damage by too rapid cooling and before being annealed.

807.04.19 Boring Pin Holes : Bore pin holes true to specified diameter,

smooth and straight, at right angles with the axis of the member and parallel with each other. Produce the final surface by a finishing cut. Finish in accordance with Table 807-1. Pin hole diameter shall not exceed pin diameter by more than 0.020 inch for pin diameters of 5 inc hes or less, and 0.03125 inch for larger pins. The distance outside -to-outside of end holes in tension members and inside -to-inside of end holes in compression members shall not vary from that specified more than 0.03125 inch. Bore holes in built -up membe rs after the member has been assembled.

807.04.20 Screw Threads : Threads for bolts and pins for structural steel

construction shall comply with the Unified Standard Series UNC/ANSI B1.1 , Class 2A for external threads and Class 2B for internal threads. Pin ends h aving a diameter of 1.375 inch or more shall be threaded six threads per inch.

807.04.21 Pilot and Driving Nuts : Furnish two pilot nuts and two driving

nuts for each size pin.

807.04.22 Marking and Shipping : Adhere to 105.12 when shipping

material. Paint or mark each member with an erection mark for identification in accordance with 807.04.4 . Furnish an erection diagram with erection marks shown thereon. Members weighing more than three tons shall have weights marked thereon. A list and descriptio n of packaged materials shall be plainly marked on the outside of each shipping container. Load, transport, and erect structural members in accordance with the accepted transportation and erection plan. Transport girders and beams in the upright position. Prevent excessive stress and deformation in members. Ship pins, small parts, and packages of bolts, washers, and nuts in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. Submit for record to the engineer a s many copies of material orders, shipping statements and erection diagrams as directed. Show weights of individual members on the statements. Forge and anneal pins and rollers more than 9 inches in diameter. Pins and rollers 9 inches or less in diameter may be either forged and annealed or cold -finished carbon -steel shafting. In pins larger than 9 inches in diameter, bore a hole not less than 2 inches in diameter full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent damage by too rapid cooling and before being annealed.

807.04.19 Boring Pin Holes : Bore pin holes true to specified diameter,

smooth and straight, at right angles with the axis of the member and parallel with each other. Produce the final surface by a finishing cut. Finish in accordance with Table 807-1. Pin hole diameter shall not exceed pin diameter by more than 0.020 inch for pin diameters of 5 inc hes or less, and 0.03125 inch for larger pins. The distance outside -to-outside of end holes in tension members and inside -to-inside of end holes in compression members shall not vary from that specified more than 0.03125 inch. Bore holes in built -up membe rs after the member has been assembled.

807.04.20 Screw Threads : Threads for bolts and pins for structural steel

construction shall comply with the Unified Standard Series UNC/ANSI B1.1 , Class 2A for external threads and Class 2B for internal threads. Pin ends h aving a diameter of 1.375 inch or more shall be threaded six threads per inch.

807.04.21 Pilot and Driving Nuts : Furnish two pilot nuts and two driving

nuts for each size pin.

807.04.22 Marking and Shipping : Adhere to 105.12 when shipping

material. Paint or mark each member with an erection mark for identification in accordance with 807.04.4 . Furnish an erection diagram with erection marks shown thereon. Members weighing more than three tons shall have weights marked thereon. A list and descriptio n of packaged materials shall be plainly marked on the outside of each shipping container. Load, transport, and erect structural members in accordance with the accepted transportation and erection plan. Transport girders and beams in the upright position. Prevent excessive stress and deformation in members. Ship pins, small parts, and packages of bolts, washers, and nuts in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. Submit for record to the engineer a s many copies of material orders, shipping statements and erection diagrams as directed. Show weights of individual members on the statements. Forge and anneal pins and rollers more than 9 inches in diameter. Pins and rollers 9 inches or less in diameter may be either forged and annealed or cold -finished carbon -steel shafting. In pins larger than 9 inches in diameter, bore a hole not less than 2 inches in diameter full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent damage by too rapid cooling and before being annealed.

807.04.19 Boring Pin Holes : Bore pin holes true to specified diameter,

smooth and straight, at right angles with the axis of the member and parallel with each other. Produce the final surface by a finishing cut. Finish in accordance with Table 807-1. Pin hole diameter shall not exceed pin diameter by more than 0.020 inch for pin diameters of 5 inc hes or less, and 0.03125 inch for larger pins. The distance outside -to-outside of end holes in tension members and inside -to-inside of end holes in compression members shall not vary from that specified more than 0.03125 inch. Bore holes in built -up membe rs after the member has been assembled.

807.04.20 Screw Threads : Threads for bolts and pins for structural steel

construction shall comply with the Unified Standard Series UNC/ANSI B1.1 , Class 2A for external threads and Class 2B for internal threads. Pin ends h aving a diameter of 1.375 inch or more shall be threaded six threads per inch.

807.04.21 Pilot and Driving Nuts : Furnish two pilot nuts and two driving

nuts for each size pin.

807.04.22 Marking and Shipping : Adhere to 105.12 when shipping

material. Paint or mark each member with an erection mark for identification in accordance with 807.04.4 . Furnish an erection diagram with erection marks shown thereon. Members weighing more than three tons shall have weights marked thereon. A list and descriptio n of packaged materials shall be plainly marked on the outside of each shipping container. Load, transport, and erect structural members in accordance with the accepted transportation and erection plan. Transport girders and beams in the upright position. Prevent excessive stress and deformation in members. Ship pins, small parts, and packages of bolts, washers, and nuts in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. Submit for record to the engineer a s many copies of material orders, shipping statements and erection diagrams as directed. Show weights of individual members on the statements.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer.

807.04.23 Bridge Deck Joints : Pair joint assemblies and fit before

shipping. Plates, angles, or other structural shapes shall be accurately fabricated at the shop to conform to the specifications. Provide surfaces in the finished plane that are true and free of warping. Galvanize after fabrication unless otherwise specified.

807.04.24 Shear Connectors : Shear connectors ma y be either 3/4 inch or

7/8 inch diameter. Comply with the requirements of Section 7, Stud Welding of the latest edition of ANSI/AASHTO/AWS/D1.5 Bridge Welding Code . When shear connectors are applied on painted surfaces, remove paint from surfaces to receive shear connectors to provide a clean circular area having twice the shear stud diameter. Clean circular areas in accordance with AWS prior to attachment. Do not remove paint within 2 inches of edge of the flange.

807.04.25 Shop Painting : Comply with Section 811 .

807.05 ASSEMBLY AND ERECTION . Follow the accepted erection plan.

Accurately assemble parts and follow all match -marks. Do not use tools that will damage or distort members. Clean bearing surfaces and permanent contact surfaces before members are assembled. Install splices and field connections with at least 50 percent of the holes filled with bolts (either erection or untorqued permanent bolts) and cylind rical erection pins. Fill at least 10 percent of the holes with cylindrical erection pins for fit -up and alignment. Splices and connections carrying traffic during erection shall have at least 75 percent of the holes filled. Main member splices shall ha ve all holes filled with bolts and cylindrical erection pins (half bolts and half pins) for fit -up and alignment. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. Leave blocking in place until tensi on chord splices and all other truss connections are pinned and bolted. Tighten permanent bolts in splices of butt joints of compression members after the structure is in final position. Use erection bolts of the same nominal diameter as permanent bolts a nd cylindrical erection pins with a 1/32 inch larger diameter. Drift holes into position during erection without enlarging holes or distorting metal. Perform permanent bolting in accordance with 807.05.2 .

807.05.1 Bolts :

807.05.1 1 High -Strength Bolts : Assemble structural joints using

ASTM A325 or A490 high -strength steel bolts tightened to the specified tension. All bolts, nuts, washers, and direct tension indicator devices within a connection shall be of the same respective type and manufacturer. Marking of bolts, nuts, and washers shall comply with Figure 807 -1. Figure 807-1 Markings Type A325 Assembly A490 Assembly Bolt A563 Nut Bolt A563 Nut XYZ = Manufacturer Mark Grade Mark DH or 2H* Grade Mark DH or 2H* Note Mandatory Underline Grade Mark DH3 Note Mandatory Underline Grade Mark DH3 *Grade 2H, plain finish, per ASTM A194 (A194 M). ASTM A325 and A490 bolts shall have the heads marked “A325 or A490” and shall also be marked identifying the manufacturer. Type 3 bolts shall have the “A325” and “A490” underlined. ASTM A563 nuts shall be marked identifying manufacturer. Type 1 nuts shall be marked with the grade symbol “DH” or “2H.” Type 3 nuts shall be marked with the grade symbol “DH3.” Nuts may be washer faced or doubled chamfered. Washers shall be marked identifying the manufacturer. Type 3 washers shall be marked with the symbol “3.” Determine bolt length by adding to the grip the following lengths and rounding up as specified herein. The grip is the total thickness of all connected material, including filler plates. Provide bolt length resulting in no less than two threads extending beyond the nut after final tensioning. Add length from Table 807 -4. Add 5/32 inch for each hardened flat washer. Add 5/16 inch for each beveled washer. Add length required for other devices such as DTIs, s tructural plate washers, continuous bars, etc. Round up to nearest 1/4 inch for bolt lengths less than 4 inches. Round up to nearest 1/2 inch for bolt lengths of 4 inch and greater. The values in Table 807 -4 are taken from the Research Council on Structu ral Connections as values that provide appropriate allowances for manufacturing tolerances and sufficient thread engagement with an installed heavy -hex nut. Table 807 -4 Bolt Length Determination Bolt Diameter (inch) * Length to Add to Grip (inch) 1/2 11/16 5/8 7/8 3/4 1 7/8 11/8 1 11/4 11/8 11/2 11/4 15/8 13/8 13/4 11/2 17/8 * Does not include length required for washers, DTIs, etc. See specifications.

807.05.1 2 Turned Bolts : Turned bolts shall be in accordance with

Section 821.07.12 for mechanical applications. For other applications, turned b olts shall be in accordance with the following unless otherwise specified. Provide single self-locking nuts or double nuts. The surface of the body of turned bolts shall meet the ANSI B 46.1 roughness rating value of 125  inch. Heads and nuts shall be hexagonal with standard dimensions for bolts of the specified nominal size or the next larger nominal size. Diameter of threads shall be equal to the body of the bolt or the nominal diameter of the bolt. Carefully ream holes for turned bolts and furnish specified bolts to provide for a light driving fit. Threads shall be entirely outside of holes. Provide a washer under the nut.

807.05.1 3 Ribbed Bolts : Ribbed bolts shall be unfinished and comply

with ASTM A307, Grade A. Provide single self-locking nuts or double nuts. Add length from Table 807 -4. Add 5/32 inch for each hardened flat washer. Add 5/16 inch for each beveled washer. Add length required for other devices such as DTIs, s tructural plate washers, continuous bars, etc. Round up to nearest 1/4 inch for bolt lengths less than 4 inches. Round up to nearest 1/2 inch for bolt lengths of 4 inch and greater. The values in Table 807 -4 are taken from the Research Council on Structu ral Connections as values that provide appropriate allowances for manufacturing tolerances and sufficient thread engagement with an installed heavy -hex nut. Table 807 -4 Bolt Length Determination Bolt Diameter (inch) * Length to Add to Grip (inch) 1/2 11/16 5/8 7/8 3/4 1 7/8 11/8 1 11/4 11/8 11/2 11/4 15/8 13/8 13/4 11/2 17/8 * Does not include length required for washers, DTIs, etc. See specifications.

807.05.1 2 Turned Bolts : Turned bolts shall be in accordance with

Section 821.07.12 for mechanical applications. For other applications, turned b olts shall be in accordance with the following unless otherwise specified. Provide single self-locking nuts or double nuts. The surface of the body of turned bolts shall meet the ANSI B 46.1 roughness rating value of 125  inch. Heads and nuts shall be hexagonal with standard dimensions for bolts of the specified nominal size or the next larger nominal size. Diameter of threads shall be equal to the body of the bolt or the nominal diameter of the bolt. Carefully ream holes for turned bolts and furnish specified bolts to provide for a light driving fit. Threads shall be entirely outside of holes. Provide a washer under the nut.

807.05.1 3 Ribbed Bolts : Ribbed bolts shall be unfinished and comply

with ASTM A307, Grade A. Provide single self-locking nuts or double nuts. Add length from Table 807 -4. Add 5/32 inch for each hardened flat washer. Add 5/16 inch for each beveled washer. Add length required for other devices such as DTIs, s tructural plate washers, continuous bars, etc. Round up to nearest 1/4 inch for bolt lengths less than 4 inches. Round up to nearest 1/2 inch for bolt lengths of 4 inch and greater. The values in Table 807 -4 are taken from the Research Council on Structu ral Connections as values that provide appropriate allowances for manufacturing tolerances and sufficient thread engagement with an installed heavy -hex nut. Table 807 -4 Bolt Length Determination Bolt Diameter (inch) * Length to Add to Grip (inch) 1/2 11/16 5/8 7/8 3/4 1 7/8 11/8 1 11/4 11/8 11/2 11/4 15/8 13/8 13/4 11/2 17/8 * Does not include length required for washers, DTIs, etc. See specifications.

807.05.1 2 Turned Bolts : Turned bolts shall be in accordance with

Section 821.07.12 for mechanical applications. For other applications, turned b olts shall be in accordance with the following unless otherwise specified. Provide single self-locking nuts or double nuts. The surface of the body of turned bolts shall meet the ANSI B 46.1 roughness rating value of 125  inch. Heads and nuts shall be hexagonal with standard dimensions for bolts of the specified nominal size or the next larger nominal size. Diameter of threads shall be equal to the body of the bolt or the nominal diameter of the bolt. Carefully ream holes for turned bolts and furnish specified bolts to provide for a light driving fit. Threads shall be entirely outside of holes. Provide a washer under the nut.

807.05.1 3 Ribbed Bolts : Ribbed bolts shall be unfinished and comply

with ASTM A307, Grade A. Provide single self-locking nuts or double nuts. The body of ribbed bolts shall be an approved form with continuous longitudinal ribs. The diameter of the body measured on a circle through the points of the ribs shall be 5/64 inch greater than the nominal diameter of the specified bolt. Furnish ribbed bolts with round heads complying with ANSI B18.5. Nuts shall be hexagonal and either recessed or with a washer of suitable thickness. Ribbed bolts shall make a driving fit with the holes. Hardness of the ribs shall be such that the ribs do not permit the bolts to turn in the holes during tightening. If the bolt twists before drawing tight, carefully ream the hole and use an oversized bolt.

807.05.2 Bolted Connections : A fastener or fastener assembly is

composed of bolt, nut, washers, and, if a pplicable, a direct tension indicator (DTI) device. Use new and unused fastener assemblies in installation and testing.

807.05.2 1 Rotational Capacity Testing : Rotational capacity tests are

required and shall be performed on all Type 1, Type 3, and galvanized (after galvanizing) fastener assemblies by the manufacturer or distributor prior to shipping and by the contractor at the jobsite prior to installation. For installations utilizing DTIs, the requirement for rotational capacity testing by the contractor at the job site is dependent on results obtained during DTI Pre -Installation Verification. Perform R otational Capacity Test as specified herein . Test all combinations of bolt production lot, nut lot, and flat hardened washer lot used as an assembly represent ative of the surface and lubrication condition at time of installation . Do not use DTIs in the test assemblies. Flat hardened w ashers are required as part of the test even if not required as part of the installation fastener assembly. Assign a rotationa l capacity lot number to each combination of lots tested. The minimum frequency of testing shall be two fastener assemblies per rotational capacity lot. Fastener assembly components shall be new and unused prior to testing and discarded after testing. Use a dial type torque wrench. No multipliers will be allowed. Install fasteners such that 3 to 5 full threads of the bolt are located between the bearing surfaces of the bolt head and nut. Restrain the bolt head from turning during nut rotation. Test faste ner assemblies in a Skidmore -Wilhelm Calibrator or an acceptable equivalent tension measuring device using Method 1. For fastener assemblies too short to be tested in a tension measuring device, use Method 2. Minimum Required Tension (MRT) used for testin g fastener assemblies is provided in Table 807 -5 and is based on 70 percent of the specified minimum strength of bolts. The body of ribbed bolts shall be an approved form with continuous longitudinal ribs. The diameter of the body measured on a circle through the points of the ribs shall be 5/64 inch greater than the nominal diameter of the specified bolt. Furnish ribbed bolts with round heads complying with ANSI B18.5. Nuts shall be hexagonal and either recessed or with a washer of suitable thickness. Ribbed bolts shall make a driving fit with the holes. Hardness of the ribs shall be such that the ribs do not permit the bolts to turn in the holes during tightening. If the bolt twists before drawing tight, carefully ream the hole and use an oversized bolt.

807.05.2 Bolted Connections : A fastener or fastener assembly is

composed of bolt, nut, washers, and, if a pplicable, a direct tension indicator (DTI) device. Use new and unused fastener assemblies in installation and testing.

807.05.2 1 Rotational Capacity Testing : Rotational capacity tests are

required and shall be performed on all Type 1, Type 3, and galvanized (after galvanizing) fastener assemblies by the manufacturer or distributor prior to shipping and by the contractor at the jobsite prior to installation. For installations utilizing DTIs, the requirement for rotational capacity testing by the contractor at the job site is dependent on results obtained during DTI Pre -Installation Verification. Perform R otational Capacity Test as specified herein . Test all combinations of bolt production lot, nut lot, and flat hardened washer lot used as an assembly represent ative of the surface and lubrication condition at time of installation . Do not use DTIs in the test assemblies. Flat hardened w ashers are required as part of the test even if not required as part of the installation fastener assembly. Assign a rotationa l capacity lot number to each combination of lots tested. The minimum frequency of testing shall be two fastener assemblies per rotational capacity lot. Fastener assembly components shall be new and unused prior to testing and discarded after testing. Use a dial type torque wrench. No multipliers will be allowed. Install fasteners such that 3 to 5 full threads of the bolt are located between the bearing surfaces of the bolt head and nut. Restrain the bolt head from turning during nut rotation. Test faste ner assemblies in a Skidmore -Wilhelm Calibrator or an acceptable equivalent tension measuring device using Method 1. For fastener assemblies too short to be tested in a tension measuring device, use Method 2. Minimum Required Tension (MRT) used for testin g fastener assemblies is provided in Table 807 -5 and is based on 70 percent of the specified minimum strength of bolts. The body of ribbed bolts shall be an approved form with continuous longitudinal ribs. The diameter of the body measured on a circle through the points of the ribs shall be 5/64 inch greater than the nominal diameter of the specified bolt. Furnish ribbed bolts with round heads complying with ANSI B18.5. Nuts shall be hexagonal and either recessed or with a washer of suitable thickness. Ribbed bolts shall make a driving fit with the holes. Hardness of the ribs shall be such that the ribs do not permit the bolts to turn in the holes during tightening. If the bolt twists before drawing tight, carefully ream the hole and use an oversized bolt.

807.05.2 Bolted Connections : A fastener or fastener assembly is

composed of bolt, nut, washers, and, if a pplicable, a direct tension indicator (DTI) device. Use new and unused fastener assemblies in installation and testing.

807.05.2 1 Rotational Capacity Testing : Rotational capacity tests are

required and shall be performed on all Type 1, Type 3, and galvanized (after galvanizing) fastener assemblies by the manufacturer or distributor prior to shipping and by the contractor at the jobsite prior to installation. For installations utilizing DTIs, the requirement for rotational capacity testing by the contractor at the job site is dependent on results obtained during DTI Pre -Installation Verification. Perform R otational Capacity Test as specified herein . Test all combinations of bolt production lot, nut lot, and flat hardened washer lot used as an assembly represent ative of the surface and lubrication condition at time of installation . Do not use DTIs in the test assemblies. Flat hardened w ashers are required as part of the test even if not required as part of the installation fastener assembly. Assign a rotationa l capacity lot number to each combination of lots tested. The minimum frequency of testing shall be two fastener assemblies per rotational capacity lot. Fastener assembly components shall be new and unused prior to testing and discarded after testing. Use a dial type torque wrench. No multipliers will be allowed. Install fasteners such that 3 to 5 full threads of the bolt are located between the bearing surfaces of the bolt head and nut. Restrain the bolt head from turning during nut rotation. Test faste ner assemblies in a Skidmore -Wilhelm Calibrator or an acceptable equivalent tension measuring device using Method 1. For fastener assemblies too short to be tested in a tension measuring device, use Method 2. Minimum Required Tension (MRT) used for testin g fastener assemblies is provided in Table 807 -5 and is based on 70 percent of the specified minimum strength of bolts.

807.05.2 1.1 Method 1:

807.05.2 1.1 Method 1:

807.05.2 1.2 Method 2:

Bolts that are too short to test in a tension measuring device may be tested in a steel joint. The hole in the joint shall have the nominal diameter of the bolt hole in the work.

807.05.2 1.3 Acceptance Criteri a: The fastener assembly will be

Table 807 -6 Test Rotation from Initial Tension Test Rotation Bolt Length 240° (2/3 turn) ≤4 diameters 360° (1 turn) >4 diameters and ≤8 diameters 480° (11/3 turn) >8 diameters and ≤12 diameters 420° (11/6 turn) >12 diameters (A490 Only)

807.05.2 1.2 Method 2:

Bolts that are too short to test in a tension measuring device may be tested in a steel joint. The hole in the joint shall have the nominal diameter of the bolt hole in the work.

807.05.2 1.3 Acceptance Criteri a: The fastener assembly will be

Table 807 -6 Test Rotation from Initial Tension Test Rotation Bolt Length 240° (2/3 turn) ≤4 diameters 360° (1 turn) >4 diameters and ≤8 diameters 480° (11/3 turn) >8 diameters and ≤12 diameters 420° (11/6 turn) >12 diameters (A490 Only)

807.05.2 1.2 Method 2:

Bolts that are too short to test in a tension measuring device may be tested in a steel joint. The hole in the joint shall have the nominal diameter of the bolt hole in the work.

807.05.2 1.3 Acceptance Criteri a: The fastener assembly will be

considered non -conforming if any of the following occur:

807.05.2 2 Submittals :

Prior to final installation, submit for record the following to the Project Engineer:

807.05.2 3 Shipping Fasteners : Permanently mark all containers with

the manufacturer lot number and the rotational capacity lot number such that identification will be possible at any stage prior to i nstallation.

807.05.2 4 Bolted Parts : Surfaces of bolted parts in contact with the

bolt head or nut shall not have a slope of more than 1:20 with respect to a plane normal to bolt axis. Bolted parts shall fit solidly together when assembled and shall not be separ ated by gaskets or other compressible material . Clean and prepare faying surfaces as follows : considered non -conforming if any of the following occur:

807.05.2 2 Submittals :

Prior to final installation, submit for record the following to the Project Engineer:

807.05.2 3 Shipping Fasteners : Permanently mark all containers with

the manufacturer lot number and the rotational capacity lot number such that identification will be possible at any stage prior to i nstallation.

807.05.2 4 Bolted Parts : Surfaces of bolted parts in contact with the

bolt head or nut shall not have a slope of more than 1:20 with respect to a plane normal to bolt axis. Bolted parts shall fit solidly together when assembled and shall not be separ ated by gaskets or other compressible material . Clean and prepare faying surfaces as follows : considered non -conforming if any of the following occur:

807.05.2 2 Submittals :

Prior to final installation, submit for record the following to the Project Engineer:

807.05.2 3 Shipping Fasteners : Permanently mark all containers with

the manufacturer lot number and the rotational capacity lot number such that identification will be possible at any stage prior to i nstallation.

807.05.2 4 Bolted Parts : Surfaces of bolted parts in contact with the

bolt head or nut shall not have a slope of more than 1:20 with respect to a plane normal to bolt axis. Bolted parts shall fit solidly together when assembled and shall not be separ ated by gaskets or other compressible material . Clean and prepare faying surfaces as follows : considered non -conforming if any of the following occur:

807.05.2 2 Submittals :

Prior to final installation, submit for record the following to the Project Engineer:

807.05.2 3 Shipping Fasteners : Permanently mark all containers with

the manufacturer lot number and the rotational capacity lot number such that identification will be possible at any stage prior to i nstallation.

807.05.2 4 Bolted Parts : Surfaces of bolted parts in contact with the

bolt head or nut shall not have a slope of more than 1:20 with respect to a plane normal to bolt axis. Bolted parts shall fit solidly together when assembled and shall not be separ ated by gaskets or other compressible material . Clean and prepare faying surfaces as follows :

807.05.2 5 Installation and Inspection : Use Direct Tension Indicator

Method, in accor dance with 807.05.2.5.1 , unless otherwise authorized in writing by the Bridge Engineer. Install fastener assemblies of the size and quality specified in properly aligned holes. Install a hardened washer directly un der nut or bolt head, whichever is the element turned in tightening. Use two hardened washers with ASTM A490 bolts. A flat washer may be used when the abutment surface adjacent to the bolt head or nut does not have a slope of more than 1:20 with respect t o a plane normal to bolt axis. If an outer face of the bolted part has a slope of more than 1:20 with respect to a plane normal to the bolt axis, use a smooth beveled washer to compensate for lack of parallelism. Do not reuse or re -torque ASTM A325 or AST M A490 bolts. Retightening previously tightened bolts which have been loosened by tightening adjacent bolts will not be considered as reuse or re -torque. Protect fasteners from dirt and moisture at the jobsite. Reject fasteners contaminated with dirt and moisture. Only take as many fasteners as are anticipated to be installed and tightened during a work shift from protected storage. Return unused fasteners to protected storage at the end of the shift. Do not clean fasteners of lubricant that is present in as-delivered condition. Provide a tension measuring device at all job sites when high strength bolts are being installed and tensioned . Use the device to perform testing, validate installation procedures, train installers, and calibrate wrench es. Impac t wrenches, if used, shall be of adequate capacity and sufficiently supplied with air to perform the required tensioning of each bolt in approximately 10 seconds.

807.05.2 5 Installation and Inspection : Use Direct Tension Indicator

Method, in accor dance with 807.05.2.5.1 , unless otherwise authorized in writing by the Bridge Engineer. Install fastener assemblies of the size and quality specified in properly aligned holes. Install a hardened washer directly un der nut or bolt head, whichever is the element turned in tightening. Use two hardened washers with ASTM A490 bolts. A flat washer may be used when the abutment surface adjacent to the bolt head or nut does not have a slope of more than 1:20 with respect t o a plane normal to bolt axis. If an outer face of the bolted part has a slope of more than 1:20 with respect to a plane normal to the bolt axis, use a smooth beveled washer to compensate for lack of parallelism. Do not reuse or re -torque ASTM A325 or AST M A490 bolts. Retightening previously tightened bolts which have been loosened by tightening adjacent bolts will not be considered as reuse or re -torque. Protect fasteners from dirt and moisture at the jobsite. Reject fasteners contaminated with dirt and moisture. Only take as many fasteners as are anticipated to be installed and tightened during a work shift from protected storage. Return unused fasteners to protected storage at the end of the shift. Do not clean fasteners of lubricant that is present in as-delivered condition. Provide a tension measuring device at all job sites when high strength bolts are being installed and tensioned . Use the device to perform testing, validate installation procedures, train installers, and calibrate wrench es. Impac t wrenches, if used, shall be of adequate capacity and sufficiently supplied with air to perform the required tensioning of each bolt in approximately 10 seconds. Minimum Required Tension (MRT) for fasteners is provided in Table 807 -7 and is based on 70 pe rcent of the specified minimum strength of bolts. All tests shall demonstrate that the tension measuring device indica tes a tension not less than 105 percent of MRT. Before installation of fasteners in the work, the engineer will inspect the marking, surface condition, and storage of bolts, nuts, washers, DTIs, and the faying surfaces of joints for compliance with the specifications. The engineer will inspect testing procedures and/or calibration to confirm that the selected procedure is properly used, the fastener assemblies match those to be used on the project, and the specified tensions are provided. The engineer will inspect the installation of fasteners in the work to assure that the specified tensions are provided and that the selected procedure is routinely properly applied. Table 807 -7 Installation and Inspection Tension Values ASTM A325 Bolts Bolt Diameter, (inch) MRT (kip) 10% x MRT (kip) 105% x MRT (kip) 110% x MRT (kip) 1/2 12 1 13 13 5/8 19 2 20 21 3/4 28 3 29 31 7/8 39 4 41 43 1 51 5 54 56 11/8 56 6 59 62 11/4 71 7 75 78 13/8 85 9 89 94 11/2 103 10 108 113 ASTM A490 Bolts Bolt Diameter, (inch) MRT (kip) 10% x MRT (kip) 105% x MRT (kip) 110% x MRT (kip) 1/2 15 2 16 17 5/8 24 2 25 26 3/4 35 4 37 39 7/8 49 5 51 54 1 64 6 67 70 11/8 80 8 84 88 11/4 102 10 107 112 13/8 121 12 127 133 11/2 148 15 155 163

807.05.2 5.1 Direct Tension Indicator (DTI) Method : Do not

allow the turning element to be in contact with the DTI. Give special attention to proper installation of flat hardened washers when DTIs are used with bolts installed in oversize or slotted holes. Use a 0.005 inch tapered feeler gauge for measuring DTI compression in the spaces between the DTI protrusions. A feeler gauge refusal is defined as the inability to touch the bo lt shank with the feeler gauge.

807.05.2 5.1 Direct Tension Indicator (DTI) Method : Do not

allow the turning element to be in contact with the DTI. Give special attention to proper installation of flat hardened washers when DTIs are used with bolts installed in oversize or slotted holes. Use a 0.005 inch tapered feeler gauge for measuring DTI compression in the spaces between the DTI protrusions. A feeler gauge refusal is defined as the inability to touch the bo lt shank with the feeler gauge.

807.05.2 5.2 Turn -of-Nut Method :

807.05.2 5.2 Turn -of-Nut Method :

807.05.2 5.3 Calibrated Wrench Method : Only use Calibrated

Wrench Tightening when required by the plans or directed by the engineer. This specification does not recognize standard torques determined from tables or from formulas, which are assumed to rel ate torque to tension.

807.05.2 5.3 Calibrated Wrench Method : Only use Calibrated

Wrench Tightening when required by the plans or directed by the engineer. This specification does not recognize standard torques determined from tables or from formulas, which are assumed to rel ate torque to tension.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

Further tension the connection using the calibrated wrench. Tension all fasteners, progressing systematically from t he most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners. Return the wrench to touch up previously tensioned fasteners which may have been relaxed as a result of the subsequent tens ioning of adjacent fasteners until all fasteners are tensioned to the specified value.

807.05.3 Falsework : Design falsework in accordance with Section 817 .

807.05.4 Straightening Bent Material: Submit for review and

acceptance; repair procedures for corrective action. Straighten plates, angles, other shapes and built -up members using methods that will not produce fracture or othe r damage. Straighten distorted members by mechanical means or by supervised application of a limited amount of localized heat. In no case shall the temperature of the steel exceed 1100°F (590°C). Following the corrective action, carefully inspect the surfa ce of the metal for evidence of fracture or other damage.

807.05.5 Installing Pin Connections : Use pilot and driving nuts to install

pins when required at no additional cost to the Department. Drive pins so that members will be in full bearing with the pins. T ighten pin nuts and burr threads at face of nut to restrain nut.

807.05.6 Field Welding : Field welding is not allowed on structures unless

specifically shown on the plans. When shown, comply with Section 809.

807.05.7 Misfits : Correction of minor misfits may be expected. Minor

reaming will be considered a legitimate part of erection. Use a reaming tool no larger than the bolt hole diameter. Ream no more than 5 percent of the holes in the connection. Immediately report any error in fabrication or deformation which prevents proper assembly and fitting of parts. Submit corrective measures to the engineer for review and acceptance. Make all corrections in the presence of the Depa rtment’s inspector. All corrections and replacements shall be at no additional cost to the Department.

807.05.8 Field Painting : Comply with Section 811 .

807.06 Provisions for Structure Types .

807.06.1 Orthotropic -Deck Bridges :

807.06.1 1 Protection of Deck Plate after Blasting : If blasting is

used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor used to prepare the deck plate to receive a wearing surface, apply a protective coating to the plate immediately after cleaning.

807.06.1 2 Dimensional Tolerance Limits: Apply dimensional

tolerance limits for orthotropic -deck bridge members to each completed but unloaded member in accordance with the latest AASHTO LRFD Bridge Construction Specifications .

807.06.2 Weathering Steel : When weathering steel is specified the

following additional requirements apply.

807.06.2 1 High -Strength Fastener Assemblies : Use Type 3

fastener assemblies.

807.06.2 2 Flange Drip Plate near Bents : Provide lower flange drip

plates on the exterior girders at plan locations to prevent staining of concrete from runoff.

807.06.2 3 Paint Portions of Structural Metalwork near Bents :

Clean, paint, and caulk in accordance with Section 811 . Color paint topcoat in accordance with 811.03 . Use flat paint topcoat finish. Clean, paint and caulk structural metalwork near bents for a distance of 1.5 times the steel member depth but no less than 10 feet measured from each bent centerline.

807.06.2 4 Clean Non-painted Exposed Surfaces: Clean all

exposed surfaces of all grease, oil, paint, or other soilage. Blast clean outside surfaces of exterior girders and the bottom surface of the bottom flange of all girders , either before or after erection, to SSPC -SP 6 in accordance with Section 811. Keep cleaned surfaces free of grease, oil, markings, paint, or other soilage.

807.06.2 5 Caulk Non-painted Steel Details : Caulk non-painted steel

details in accordance with 811.06.5.6 . Color caulk to match weathering steel in accordan ce with 811.03 .

807.06.2 6 Restore Concrete Finish : Restore all stained concrete

surfaces to the required finish at the time of final acceptance.

807.06.3 Anchor Bolts : Anchor bo lts are devices used to transfer load to a

concrete element. Loads may be tension, shear, or a combination. Layout anchor bolt locations in accordance with the plans. Submit placement procedures to the engineer for review. The submittal shall include pr ocedures for installation and grouting.

807.06.3 1 Placement : Anchor bolts placed in fresh concrete shall be

held in position and alignment. Consolidate concrete thoroughly around anchor bolts. Use blockouts to place anchor bolts in hardened concrete. Use a non -shrink grout from the AML consistent with the specific design requirements. Size the blockouts in accordance with grout manufacturer’s recommendations. Mechanical or epoxy anchor bolt systems may only be used when specified on the plans. Install anchor b olt systems in accordance with manufacturer’s recommendations. Coring to place anchor bolts in hardened concrete is not allowed.

807.06.3 2 Erection and Assembly : Verify the location and alignment

of the anchor bolt pattern. Replace bent or misaligned anchor bolts designed for tension, such as curved girders, tower bents, overhead sign support systems, high mast light poles, etc. Set bolts properly at initial casting and construct system without damaging the bolts. Overhead sign supports and high mast light p ole bolt patterns require preloading by a specified tightening procedure in accordance with 807.06.3.5.1 .

807.06.3 3 Quality Control : Provide anchor bolts in compliance with

the plans (size and grade, bolt material and coating, projection length, bolt pattern and orientation, etc.). Corresponding holes between the base plate and top template plate shall be aligned within 1/8 inch. Individual bolts s hall not be out of plumb more than 1/8 inch per 3 feet. Straightening misaligned bolts by bending is prohibited. The Engineer of Record must approve any corrective measure for misaligned bolts. Do not use bolts or nuts with damaged threads that require more than minimal effort by one worker using only a spud wrench to turn the nut. Make the engineer aware of damaged threads and correct to the satisfaction of the engineer.

807.06.3 4 Lubrication: Clean threads of all foreign matter and lubricate

with beeswax imm ediately prior to placement and tightening of nuts. If delayed more than 24 hours after being lubricated, repeat cleaning and lubricating procedure.

807.06.3 5 Tightening Procedures : Tighten anchor bolts using

procedures specified on the plans or as directed by the Engineer of Record.

807.06.3 5.1 Overhead Sign and Light Supports : Install the

bottom nut and washers on each anchor bolt. Level the top template by adjusting the bottom nuts so that the template rests on each washer and the distance between the top of the support surface and the bottom face of the nut is approximately 1/2 inch. Remove the template, lubricate the bearing surfaces of the bottom nuts and washers with beeswax, and erect and plumb the structure. Adjust the bottom nuts so that each is bearing o n the washer against the base plate. With all cantilever elements removed and with the plumbed structure supported, lubricate the bearing bolts. Use blockouts to place anchor bolts in hardened concrete. Use a non -shrink grout from the AML consistent with the specific design requirements. Size the blockouts in accordance with grout manufacturer’s recommendations. Mechanical or epoxy anchor bolt systems may only be used when specified on the plans. Install anchor b olt systems in accordance with manufacturer’s recommendations. Coring to place anchor bolts in hardened concrete is not allowed.

807.06.3 2 Erection and Assembly : Verify the location and alignment

of the anchor bolt pattern. Replace bent or misaligned anchor bolts designed for tension, such as curved girders, tower bents, overhead sign support systems, high mast light poles, etc. Set bolts properly at initial casting and construct system without damaging the bolts. Overhead sign supports and high mast light p ole bolt patterns require preloading by a specified tightening procedure in accordance with 807.06.3.5.1 .

807.06.3 3 Quality Control : Provide anchor bolts in compliance with

the plans (size and grade, bolt material and coating, projection length, bolt pattern and orientation, etc.). Corresponding holes between the base plate and top template plate shall be aligned within 1/8 inch. Individual bolts s hall not be out of plumb more than 1/8 inch per 3 feet. Straightening misaligned bolts by bending is prohibited. The Engineer of Record must approve any corrective measure for misaligned bolts. Do not use bolts or nuts with damaged threads that require more than minimal effort by one worker using only a spud wrench to turn the nut. Make the engineer aware of damaged threads and correct to the satisfaction of the engineer.

807.06.3 4 Lubrication: Clean threads of all foreign matter and lubricate

with beeswax imm ediately prior to placement and tightening of nuts. If delayed more than 24 hours after being lubricated, repeat cleaning and lubricating procedure.

807.06.3 5 Tightening Procedures : Tighten anchor bolts using

procedures specified on the plans or as directed by the Engineer of Record.

807.06.3 5.1 Overhead Sign and Light Supports : Install the

bottom nut and washers on each anchor bolt. Level the top template by adjusting the bottom nuts so that the template rests on each washer and the distance between the top of the support surface and the bottom face of the nut is approximately 1/2 inch. Remove the template, lubricate the bearing surfaces of the bottom nuts and washers with beeswax, and erect and plumb the structure. Adjust the bottom nuts so that each is bearing o n the washer against the base plate. With all cantilever elements removed and with the plumbed structure supported, lubricate the bearing bolts. Use blockouts to place anchor bolts in hardened concrete. Use a non -shrink grout from the AML consistent with the specific design requirements. Size the blockouts in accordance with grout manufacturer’s recommendations. Mechanical or epoxy anchor bolt systems may only be used when specified on the plans. Install anchor b olt systems in accordance with manufacturer’s recommendations. Coring to place anchor bolts in hardened concrete is not allowed.

807.06.3 2 Erection and Assembly : Verify the location and alignment

of the anchor bolt pattern. Replace bent or misaligned anchor bolts designed for tension, such as curved girders, tower bents, overhead sign support systems, high mast light poles, etc. Set bolts properly at initial casting and construct system without damaging the bolts. Overhead sign supports and high mast light p ole bolt patterns require preloading by a specified tightening procedure in accordance with 807.06.3.5.1 .

807.06.3 3 Quality Control : Provide anchor bolts in compliance with

the plans (size and grade, bolt material and coating, projection length, bolt pattern and orientation, etc.). Corresponding holes between the base plate and top template plate shall be aligned within 1/8 inch. Individual bolts s hall not be out of plumb more than 1/8 inch per 3 feet. Straightening misaligned bolts by bending is prohibited. The Engineer of Record must approve any corrective measure for misaligned bolts. Do not use bolts or nuts with damaged threads that require more than minimal effort by one worker using only a spud wrench to turn the nut. Make the engineer aware of damaged threads and correct to the satisfaction of the engineer.

807.06.3 4 Lubrication: Clean threads of all foreign matter and lubricate

with beeswax imm ediately prior to placement and tightening of nuts. If delayed more than 24 hours after being lubricated, repeat cleaning and lubricating procedure.

807.06.3 5 Tightening Procedures : Tighten anchor bolts using

procedures specified on the plans or as directed by the Engineer of Record.

807.06.3 5.1 Overhead Sign and Light Supports : Install the

bottom nut and washers on each anchor bolt. Level the top template by adjusting the bottom nuts so that the template rests on each washer and the distance between the top of the support surface and the bottom face of the nut is approximately 1/2 inch. Remove the template, lubricate the bearing surfaces of the bottom nuts and washers with beeswax, and erect and plumb the structure. Adjust the bottom nuts so that each is bearing o n the washer against the base plate. With all cantilever elements removed and with the plumbed structure supported, lubricate the bearing bolts. Use blockouts to place anchor bolts in hardened concrete. Use a non -shrink grout from the AML consistent with the specific design requirements. Size the blockouts in accordance with grout manufacturer’s recommendations. Mechanical or epoxy anchor bolt systems may only be used when specified on the plans. Install anchor b olt systems in accordance with manufacturer’s recommendations. Coring to place anchor bolts in hardened concrete is not allowed.

807.06.3 2 Erection and Assembly : Verify the location and alignment

of the anchor bolt pattern. Replace bent or misaligned anchor bolts designed for tension, such as curved girders, tower bents, overhead sign support systems, high mast light poles, etc. Set bolts properly at initial casting and construct system without damaging the bolts. Overhead sign supports and high mast light p ole bolt patterns require preloading by a specified tightening procedure in accordance with 807.06.3.5.1 .

807.06.3 3 Quality Control : Provide anchor bolts in compliance with

the plans (size and grade, bolt material and coating, projection length, bolt pattern and orientation, etc.). Corresponding holes between the base plate and top template plate shall be aligned within 1/8 inch. Individual bolts s hall not be out of plumb more than 1/8 inch per 3 feet. Straightening misaligned bolts by bending is prohibited. The Engineer of Record must approve any corrective measure for misaligned bolts. Do not use bolts or nuts with damaged threads that require more than minimal effort by one worker using only a spud wrench to turn the nut. Make the engineer aware of damaged threads and correct to the satisfaction of the engineer.

807.06.3 4 Lubrication: Clean threads of all foreign matter and lubricate

with beeswax imm ediately prior to placement and tightening of nuts. If delayed more than 24 hours after being lubricated, repeat cleaning and lubricating procedure.

807.06.3 5 Tightening Procedures : Tighten anchor bolts using

procedures specified on the plans or as directed by the Engineer of Record.

807.06.3 5.1 Overhead Sign and Light Supports : Install the

bottom nut and washers on each anchor bolt. Level the top template by adjusting the bottom nuts so that the template rests on each washer and the distance between the top of the support surface and the bottom face of the nut is approximately 1/2 inch. Remove the template, lubricate the bearing surfaces of the bottom nuts and washers with beeswax, and erect and plumb the structure. Adjust the bottom nuts so that each is bearing o n the washer against the base plate. With all cantilever elements removed and with the plumbed structure supported, lubricate the bearing bolts. Use blockouts to place anchor bolts in hardened concrete. Use a non -shrink grout from the AML consistent with the specific design requirements. Size the blockouts in accordance with grout manufacturer’s recommendations. Mechanical or epoxy anchor bolt systems may only be used when specified on the plans. Install anchor b olt systems in accordance with manufacturer’s recommendations. Coring to place anchor bolts in hardened concrete is not allowed.

807.06.3 2 Erection and Assembly : Verify the location and alignment

of the anchor bolt pattern. Replace bent or misaligned anchor bolts designed for tension, such as curved girders, tower bents, overhead sign support systems, high mast light poles, etc. Set bolts properly at initial casting and construct system without damaging the bolts. Overhead sign supports and high mast light p ole bolt patterns require preloading by a specified tightening procedure in accordance with 807.06.3.5.1 .

807.06.3 3 Quality Control : Provide anchor bolts in compliance with

the plans (size and grade, bolt material and coating, projection length, bolt pattern and orientation, etc.). Corresponding holes between the base plate and top template plate shall be aligned within 1/8 inch. Individual bolts s hall not be out of plumb more than 1/8 inch per 3 feet. Straightening misaligned bolts by bending is prohibited. The Engineer of Record must approve any corrective measure for misaligned bolts. Do not use bolts or nuts with damaged threads that require more than minimal effort by one worker using only a spud wrench to turn the nut. Make the engineer aware of damaged threads and correct to the satisfaction of the engineer.

807.06.3 4 Lubrication: Clean threads of all foreign matter and lubricate

with beeswax imm ediately prior to placement and tightening of nuts. If delayed more than 24 hours after being lubricated, repeat cleaning and lubricating procedure.

807.06.3 5 Tightening Procedures : Tighten anchor bolts using

procedures specified on the plans or as directed by the Engineer of Record.

807.06.3 5.1 Overhead Sign and Light Supports : Install the

bottom nut and washers on each anchor bolt. Level the top template by adjusting the bottom nuts so that the template rests on each washer and the distance between the top of the support surface and the bottom face of the nut is approximately 1/2 inch. Remove the template, lubricate the bearing surfaces of the bottom nuts and washers with beeswax, and erect and plumb the structure. Adjust the bottom nuts so that each is bearing o n the washer against the base plate. With all cantilever elements removed and with the plumbed structure supported, lubricate the bearing bolts. Use blockouts to place anchor bolts in hardened concrete. Use a non -shrink grout from the AML consistent with the specific design requirements. Size the blockouts in accordance with grout manufacturer’s recommendations. Mechanical or epoxy anchor bolt systems may only be used when specified on the plans. Install anchor b olt systems in accordance with manufacturer’s recommendations. Coring to place anchor bolts in hardened concrete is not allowed.

807.06.3 2 Erection and Assembly : Verify the location and alignment

of the anchor bolt pattern. Replace bent or misaligned anchor bolts designed for tension, such as curved girders, tower bents, overhead sign support systems, high mast light poles, etc. Set bolts properly at initial casting and construct system without damaging the bolts. Overhead sign supports and high mast light p ole bolt patterns require preloading by a specified tightening procedure in accordance with 807.06.3.5.1 .

807.06.3 3 Quality Control : Provide anchor bolts in compliance with

the plans (size and grade, bolt material and coating, projection length, bolt pattern and orientation, etc.). Corresponding holes between the base plate and top template plate shall be aligned within 1/8 inch. Individual bolts s hall not be out of plumb more than 1/8 inch per 3 feet. Straightening misaligned bolts by bending is prohibited. The Engineer of Record must approve any corrective measure for misaligned bolts. Do not use bolts or nuts with damaged threads that require more than minimal effort by one worker using only a spud wrench to turn the nut. Make the engineer aware of damaged threads and correct to the satisfaction of the engineer.

807.06.3 4 Lubrication: Clean threads of all foreign matter and lubricate

with beeswax imm ediately prior to placement and tightening of nuts. If delayed more than 24 hours after being lubricated, repeat cleaning and lubricating procedure.

807.06.3 5 Tightening Procedures : Tighten anchor bolts using

procedures specified on the plans or as directed by the Engineer of Record.

807.06.3 5.1 Overhead Sign and Light Supports : Install the

bottom nut and washers on each anchor bolt. Level the top template by adjusting the bottom nuts so that the template rests on each washer and the distance between the top of the support surface and the bottom face of the nut is approximately 1/2 inch. Remove the template, lubricate the bearing surfaces of the bottom nuts and washers with beeswax, and erect and plumb the structure. Adjust the bottom nuts so that each is bearing o n the washer against the base plate. With all cantilever elements removed and with the plumbed structure supported, lubricate the bearing surfaces of the top nuts and washers, install the washers and top nuts, and turn them onto the bolts so that each top nut is hand -tight against the washer. Using a wrench, turn the bottom nuts up in the sequence specified below to a snug condition. Snug condition is defined as the full effort of a worker on a 12 -inch wrench. Using the same sequence, turn the top nuts d own to the same snug condition. Induce a preload into the bolt using a turn -of-nut method. Tighten each top nut in the specified sequence 30 degrees past snug condition. Repeat this process of tightening each top nut an additional 30 degrees down until e ach top nut has been tightened 60 degrees past snug tight. Bolt tightening sequence shall be as follows. For an eight -bolt pattern, number the bolts 1 through 8 in clockwise order viewed from above, beginning with bolt 1 on the side away from the heaviest cantilever element. The tightening sequence shall be 1, 5, 2, 6, 8, 4, 7, and 3. For a six -bolt pattern, number the bolts 1 through 6 in clockwise order viewed from above, beginning with bolt 1 on the side away from the heaviest cantilever element. The tightening sequence shall be 1, 4, 2, 5, 6, and

807.07 MEASUREMENT . Structural metalwork will be measured per lump

sum. No weight measurement of structural metals will be made. Estimated weights of struct ural metalwork shown on the plans are approximate and for information only. It is the contractor’s responsibility to determine the correct weight of each grade of metal furnished. No adjustment in contract price will be made due to discrepancies in the e stimated weights shown on the plans. Shop bills will not be required.

807.08 PAYMENT . Payment for the completed and accepted items will be made

at the contract lump sum price, which includes furnishing, fabricating, cleaning, applying coatings, erecting, temp orary works, materials, labor, equipment, and all work necessary to complete the item. Partial payments for stockpile of raw materials and fabrication costs will be allowed in accordance with Section 109 . When the engineer orders changes in the work which vary the weight of metal to be furnished, unit prices will be established by dividing the contract lump sum amount by the estimated weight shown on the plans. Com pensation will be in accordance with 109.04 . Changes ordered by the engineer in the grade of steel to be furnished, which result in additional cost to the contract or, will be compensated for in accordance with

109.04 .

surfaces of the top nuts and washers, install the washers and top nuts, and turn them onto the bolts so that each top nut is hand -tight against the washer. Using a wrench, turn the bottom nuts up in the sequence specified below to a snug condition. Snug condition is defined as the full effort of a worker on a 12 -inch wrench. Using the same sequence, turn the top nuts d own to the same snug condition. Induce a preload into the bolt using a turn -of-nut method. Tighten each top nut in the specified sequence 30 degrees past snug condition. Repeat this process of tightening each top nut an additional 30 degrees down until e ach top nut has been tightened 60 degrees past snug tight. Bolt tightening sequence shall be as follows. For an eight -bolt pattern, number the bolts 1 through 8 in clockwise order viewed from above, beginning with bolt 1 on the side away from the heaviest cantilever element. The tightening sequence shall be 1, 5, 2, 6, 8, 4, 7, and 3. For a six -bolt pattern, number the bolts 1 through 6 in clockwise order viewed from above, beginning with bolt 1 on the side away from the heaviest cantilever element. The tightening sequence shall be 1, 4, 2, 5, 6, and

807.07 MEASUREMENT . Structural metalwork will be measured per lump

sum. No weight measurement of structural metals will be made. Estimated weights of struct ural metalwork shown on the plans are approximate and for information only. It is the contractor’s responsibility to determine the correct weight of each grade of metal furnished. No adjustment in contract price will be made due to discrepancies in the e stimated weights shown on the plans. Shop bills will not be required.

807.08 PAYMENT . Payment for the completed and accepted items will be made

at the contract lump sum price, which includes furnishing, fabricating, cleaning, applying coatings, erecting, temp orary works, materials, labor, equipment, and all work necessary to complete the item. Partial payments for stockpile of raw materials and fabrication costs will be allowed in accordance with Section 109 . When the engineer orders changes in the work which vary the weight of metal to be furnished, unit prices will be established by dividing the contract lump sum amount by the estimated weight shown on the plans. Com pensation will be in accordance with 109.04 . Changes ordered by the engineer in the grade of steel to be furnished, which result in additional cost to the contract or, will be compensated for in accordance with

109.04 .

surfaces of the top nuts and washers, install the washers and top nuts, and turn them onto the bolts so that each top nut is hand -tight against the washer. Using a wrench, turn the bottom nuts up in the sequence specified below to a snug condition. Snug condition is defined as the full effort of a worker on a 12 -inch wrench. Using the same sequence, turn the top nuts d own to the same snug condition. Induce a preload into the bolt using a turn -of-nut method. Tighten each top nut in the specified sequence 30 degrees past snug condition. Repeat this process of tightening each top nut an additional 30 degrees down until e ach top nut has been tightened 60 degrees past snug tight. Bolt tightening sequence shall be as follows. For an eight -bolt pattern, number the bolts 1 through 8 in clockwise order viewed from above, beginning with bolt 1 on the side away from the heaviest cantilever element. The tightening sequence shall be 1, 5, 2, 6, 8, 4, 7, and 3. For a six -bolt pattern, number the bolts 1 through 6 in clockwise order viewed from above, beginning with bolt 1 on the side away from the heaviest cantilever element. The tightening sequence shall be 1, 4, 2, 5, 6, and

807.07 MEASUREMENT . Structural metalwork will be measured per lump

sum. No weight measurement of structural metals will be made. Estimated weights of struct ural metalwork shown on the plans are approximate and for information only. It is the contractor’s responsibility to determine the correct weight of each grade of metal furnished. No adjustment in contract price will be made due to discrepancies in the e stimated weights shown on the plans. Shop bills will not be required.

807.08 PAYMENT . Payment for the completed and accepted items will be made

at the contract lump sum price, which includes furnishing, fabricating, cleaning, applying coatings, erecting, temp orary works, materials, labor, equipment, and all work necessary to complete the item. Partial payments for stockpile of raw materials and fabrication costs will be allowed in accordance with Section 109 . When the engineer orders changes in the work which vary the weight of metal to be furnished, unit prices will be established by dividing the contract lump sum amount by the estimated weight shown on the plans. Com pensation will be in accordance with 109.04 . Changes ordered by the engineer in the grade of steel to be furnished, which result in additional cost to the contract or, will be compensated for in accordance with

109.04 .

Changes in the grade or quantity of steel which result from contractor adjustments in plate dimensions for e fficiency in fabrication shall be at no additional cost to the Department. Payment will be made under: Item No. Pay Item Pay Unit 807-01 Structural Metalwork (Grade) Lump Sum 807-02 Structural Metalwork (Anchor Bolts) Lump Sum 807-03 Structural Metalwork (Access System) Lump Sum 807-04 Structural Metalwork Lump Sum Section 808 Steel Grid Flooring

808.01 DESCRIPTION. Furnish and install steel grid flooring. Steel grid

flooring may contain sections filled with concrete.

808.02 MATERIALS. Materials shall comply with the following:

Paint and Protective Coatings Section 811 Portland Cement Concrete Section 901 Metals Section 1013 Use Class A1 concrete with Grade F aggregate for concrete filled steel grid floors. Unless otherwise specified, steel grid flooring shall be hot -dipped galvanized.

808.03 FABRICATION. Before fabrication or construction is undertaken,

submit shop drawings and erection drawings in accordance with 801.05 . Fabricate in accordance with the plans and specifications. Deviations will not be permitted without approval of the Bridge Engineer. Provide the DOTD Fabrication Engineer at least 30 -days advan ce written notice of the beginning of work at the mill or shop so that inspection may be provided. No material shall be manufactured or work done in the shop before shop drawings have been accepted and before the DOTD Fabrication Engineer has been notifie d.

808.04 Facilities for Inspe Ction.

Furnish facilities for inspection of material and workmanship in the mill and shop as described in 807.04.2 .

808.05 Storage of Materials .

Store steel grid flooring as specified in 807.04.1 .

808.06 Straightening Materi Al.

If straightening is necessary, straighten using methods that will not damage the metal.