Amendment_2_Revised_Specifications_W912ES19R0019.pdf

WRRS Amendment 0002 AMENDMENT

SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 20 16.46

TAINTER GATES AND ANCHORAGES

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.3.1 Qualification of Welders and Welding Operators

1.3.2 Certification of Prestressing Technicians

1.3.3 Manufactured Units and Fabricated Items

1.3.4 Installation Drawings

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 General

1.4.2 Rubber Seals

PART 2 PRODUCTS

2.1 METALS

2.1.1 Trunnion Yoke Plates

2.1.2 Trunnion Base Plate and Stiffener Plate

2.1.3 Trunnion Keeper Plate

2.1.4 Transition Hub Forging

2.1.5 Transition Hub Forging Ring

2.1.6 Trunnion Pin

2.1.7 Removable Trunnion Leveling Brackets

2.1.8 Key Hole Bearing Plates

2.1.9 Trunnion Girder and Pier Anchorage Bearing Plates

2.1.10 Sill Beam

2.1.11 Typical Rebar within Embed Plate Grout Second Placement

2.1.12 Stainless Steel Rebar within Embed Plate Grout Second Placement

2.1.13 Thrust Washer Screws

2.1.14 Dogging Lug

2.1.15 Dogging Eye Bars

2.1.16 Dogging Pins

2.1.17 Dogging Cotter Pins

2.1.18 Dogging Hanger Support Assembly

2.1.19 Dogging Device Handle

2.2 COMPOSITES

2.2.1 Horizontal Girder Bumper

2.2.2 Trunnion Assembly Thrust Washer

2.2.3 Dogging Device Flange Bearings and Bearings

2.2.4 Trunnion Assembly Bearing

2.3 TRUNNION ASSEMBLY THROUGH BOLT ANCHORAGE

2.3.1 Anchors

2.3.2 Nuts and Washers

2.3.3 Embed Ducts and Centralizers

2.3.4 Ties

2.3.5 Grout Tubing

SECTION 35 20 16.46 Page 1 08/29/19

2.3.6 Grout Admixture

2.3.7 Stressing

2.3.8 Stressing Sequence

2.4 TRUNNION, TRUNNION GIRDER, AND PIER ANCHORAGE ASSEMBLIES

2.4.1 Trunnion and Trunnion Girder Anchorage

2.4.2 Longitudinal Pier Anchorage

2.4.3 Nuts and Washers

2.4.4 Embed Ducts

2.4.5 Centralizers

2.4.6 Ties

2.4.7 Gel Tubing, Valves and Plugs

2.4.8 Stressing

2.4.9 Anchorages

2.4.10 Corrosion Inhibiting Compound

2.4.11 Sealant

2.5 SILL BEAM ANCHORAGE ASSEMBLIES

2.5.1 Anchor

2.5.2 Nuts

2.5.3 Washers

2.5.4 Isolating Neoprene Washers

2.5.5 Second Placement Grout

2.5.6 Rebar Couplers

2.6 SIDE SEAL EMBED PLATE ANCHORAGE ASSEMBLY

2.6.1 Typical Anchor

2.6.2 End Anchors

2.6.3 Nuts

2.6.4 Washers

2.6.5 Isolating Neoprene Washers

2.6.6 Second Placement Grout

2.7 TRUNNION ASSEMBLY EMBED PIER THRUST PLATE ANCHORAGE ASSEMBLY

2.7.1 Anchor

2.7.2 Nuts

2.7.3 Washers

2.7.4 Isolating Neoprene Washers

2.7.5 Second Placement Grout

2.8 TRUNNION YOKE PLATE THRUST WASHER SCREWS

2.9 TRUNNION BASE PLATE LEVELING BOLTS

2.10 PUSH TROLLEY

2.11 SWIVEL HOIST RING

2.12 DOGGING DEVICE HANGER ASSEMBLY

2.12.1 Grout Tubing

2.12.2 Dogging Through Bolts

2.12.3 Nuts and Washers

2.13 CONCRETE BEAM FOR DOGGING DEVICE

2.13.1 Concrete

2.13.2 Rebar

2.13.3 Headed Rebar

2.14 REMOVABLE TRUNNION LEVELING BRACKET ANCHORS

2.15 TRUNNION ASSEMBLY GROUT SECOND PLACEMENTS, GROUT LEVELING PADS,

AND LIQUID SHIMS

2.15.1 Proximity Sensor Embed

2.16 TOLERANCES

2.17 WELDING OF EMBED PLATE MEMBERS

2.18 PASSIVATION TREATMENT OF STAINLESS STEEL PARTS

2.19 DISTORTION CONTROL, FABRICATION, AND SHIPPING PLAN OF STAINLESS

STEEL EMBED PLATES

2.20 EMBED PLATE INSTALLATION AND SURVEY PLAN

2.21 MATERIALS

2.21.1 Metals

SECTION 35 20 16.46 Page 2

2.21.1.1 Prestressing Steel Bar

2.21.1.2 Steel Bars for Concrete Reinforcement

2.21.2 Gaskets for Seal Assemblies

2.21.3 Rubber Seals

2.21.3.1 General

2.21.3.2 Fabrication

2.22 MANUFACTURED UNITS

2.22.1 Bolts, Nuts and Washers

2.22.2 Screws

2.23 FABRICATION

2.23.1 Detail Drawings

2.23.1.1 Fabrication Drawings

2.23.1.2 Shop Assembly Drawings

2.23.1.3 Delivery Drawings

2.23.1.4 Field Installation Drawings

2.23.2 Structural Fabrication

2.23.3 Welding

2.23.4 Bolted Connections

2.23.5 Machine Work

2.23.6 Miscellaneous Provisions

2.23.7 Fabrications

2.23.7.1 Gates

2.23.7.2 Trunnion Yokes

2.23.7.3 Trunnion Girders

2.23.7.4 Appurtenant Items

2.23.8 Shop Assembly

2.24 TESTS, INSPECTIONS, AND VERIFICATIONS

2.24.1 General

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Work Plan for Erection, Installation, and Field Assembly

3.1.2 Embedded Metals and Anchors

3.1.3 Trunnion Girders

3.1.4 Trunnion Yokes

3.1.5 Gates

3.1.6 Prestressing Assemblies

3.1.6.1 Ducts

3.1.6.2 Steel Bar Prestressing Tendons

3.1.6.3 Anchorages

3.1.6.4 Post-Tensioning

3.1.6.5 Initial and Permanent Stresses

3.1.6.6 Stressing Sequence and Re-stressing

3.1.6.7 Stressing Equipment

3.1.6.8 Cutting of Post-Tensioning Bars

3.1.6.9 Record of Stressing Operations

3.1.6.10 Verification of Prestressing Forces

3.1.6.11 Gel Procedure

3.1.7 Appurtenant Items

3.1.8 Trial Operations

3.1.9 Second-Pour, High-Strength Concrete and Concrete Grout Fills

3.1.10 Painting

3.2 OPERATING MACHINERY

3.3 FIELD TESTS AND INSPECTIONS

3.3.1 Skinplate Watertightness Test

3.3.2 Acceptance Trial Operation

3.4 PROTECTION OF FINISHED WORK

3.5 FINAL SURVEY OF TAINTER GATES

SECTION 35 20 16.46 Page 3

3.6 ATTACHMENTS

-- End of Section Table of Contents --

SECTION 35 20 16.46 Page 4

SECTION 35 20 16.46

TAINTER GATES AND ANCHORAGES

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

AMERICAN WELDING SOCIETY (AWS)

AWS C6.1/C6.1M (2009) RECOMMENDED PRACTICESS FOR FRICTION

WELDING

AWS C6.2/C6.2M (2006) SPECIFICATION FOR FRICTION WELDING

OF METALS

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AWS D1.6/D1.6M (2007) STRUCTURAL WELDING CODE -STAINLESS

STEEL

ASME INTERNATIONAL (ASME)

ASME Y14.5 (1994) Dimensioning and Tolerancing

ASTM INTERNATIONAL (ASTM)

ASTM A 105/A 105M (2014) Standard Specification for Carbon Steel Forgings for Piping Applications

ASTM A 106/A 106M (2018) Standard Specification for Seamless Carbon Steel Pipe for High-Temperature Service

ASTM A1055/A1055M (2016) Standard Specification for Zinc and Epoxy Dual Coated Steel Reinforcing Bars

ASTM A123/A123M (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A194/A194M (2018) Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel

SECTION 35 20 16.46 Page 5

Nuts for Bolts for High-Pressure or High-Temperature Service, or Both

ASTM A240/A240M (2018) Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications

ASTM A276 (2013a) Standard Specification for Stainless Steel Bars and Shapes

ASTM A29/A29M (2016) Standard Specification for General Requirements for Steel Bars, Carbon and Alloy, Hot-Wrought

ASTM A307 (2014; E 2017) Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A449 (2014) Standard Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use

ASTM A563M (2007; R 2013) Standard Specification for Carbon and Alloy Steel Nuts (Metric)

ASTM A564/A564M (2013; E 2017) Standard Specification for Hot-Rolled and Cold-Finished Age-Hardening Stainless Steel Bars and Shapes

ASTM A565/A565M (2017) Standard Specification for Martensitic Stainless Steel Bars for High-Temperature Service

ASTM A588/A588M (2015) Standard Specification for High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point, with Atmospheric Corrosion Resistance

ASTM A693 (2016) Standard Specification for Precipitation-Hardening Stainless and Heat-Resisting Steel Plate, Sheet, and Strip

ASTM A706/A706M (2016) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A709/A709M (2018) Standard Specification for Structural Steel for Bridges

ASTM A722/A722M (2015) Standard Specification for Uncoated High-Strength Steel Bar for Prestressing Concrete

SECTION 35 20 16.46 Page 6

ASTM A955/A955M (2018b) Standard Specification for Deformed and Plain Stainless-Steel Bars for Concrete Reinforcement

ASTM A967/A967M (2017) Standard Specification for Chemical Passivation Treatments for Stainless Steel Parts

ASTM B695 (2004; R 2016) Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel

ASTM D1149 (2007; R 2012) Standard Test Method for Rubber Deterioration - Surface Ozone Cracking in a Chamber

ASTM D1785 (2015; E 2018) Standard Specification for Poly(Vinyl Chloride) (PVC), Plastic Pipe, Schedules 40, 80, and 120

ASTM D2240 (2015; E 2017) Standard Test Method for Rubber Property - Durometer Hardness

ASTM D2241 (2015) Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series)

ASTM D395 (2016; E 2017) Standard Test Methods for Rubber Property - Compression Set

ASTM D412 (2016) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber Property - Effect of Liquids

ASTM D570 (1998; E 2010; R 2010) Standard Test Method for Water Absorption of Plastics

ASTM D572 (2004; R 2010) Rubber Deterioration by Heat and Oxygen

ASTM D573 (2004; R 2010) Standard Test Method for Rubber - Deterioration in an Air Oven

ASTM D638 (2014) Standard Test Method for Tensile Properties of Plastics

ASTM D695 (2010) Standard Test Method for Compressive Properties of Rigid Plastics

ASTM D785 (2008) Rockwell Hardness of Plastics and Electrical Insulating Materials

ASTM F1554 (2018) Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength

SECTION 35 20 16.46 Page 7

ASTM F3125/F3125M (2015a) Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi (830 MPa) and 150 ksi (1040 MPa) Minimum Tensile Strength, Inch and Metric Dimensions

ASTM F436 (2011) Hardened Steel Washers

ASTM F844 (2007a; R 2013) Washers, Steel, Plain (Flat), Unhardened for General Use

POST-TENSIONING INSTITUTE (PTI)

PTI DC35.1 (2014) Recommendations for Prestressed Rock and Soil Anchors

PTI/ASBI M50.3-12 (June 2012) Guide Specification for Grouted Post-Tensioning

PTI M55.1 (2012; ERTA 2012; Addendum 1 2013) Specification for Grouting of Post-Tensioned Structures

SOCIETY OF AUTOMOTIVE ENGINEERS INTERNATIONAL (SAE)

SAE J403 (2014) Chemical Compositions of SAE Carbon Steels

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Detail Drawings; G, STR

Installation Drawings; G, STR

Work Plan for Erection, Installation, and Field Assembly; G, STR

EMBED PLATE INSTALLATION AND SURVEY PLAN; G, STR

Distortion Control Plan; G, STR

TRUNNION ASSEMBLY THROUGH BOLT GROUTING PLAN; G, STR

Grouting Procedure; G, STR

Bar Placement through ducts; G, STR

SECTION 35 20 16.46 Page 8

Tension And Jacking Procedures; G, STR

Gel Procedure; G, STR

SD-03 Product Data

Materials; G, STR

Prestressing Assemblies; G, STR

Grout Admixture; G, STR

Welding; G, STR

Corrosion Inhibiting Compound; G, STR

SD-04 Samples

Materials

Manufactured Units; G, STR

Fabrications; G, STR

SD-06 Test Reports

TESTS, INSPECTIONS, AND VERIFICATIONS; G, STR

Stressing Tendons and Accessories; G, STR

Calibration Records; G, STR

Testing Curves; G, STR

Stressing Records; G, STR

SD-07 Certificates

Anchorages and Couplers; G, STR

Certification of Prestressing Technicians; G, STR

1.3 QUALITY ASSURANCE

1.3.1 Qualification of Welders and Welding Operators

Provide qualification of welders and welding operators conforming to the requirements of Section 05 59 13 FABRICATION OF HYDRAULIC STEEL STRUCTURES.

1.3.2 Certification of Prestressing Technicians

Submit certificates, for prestressing technicians who will use the proposed system in the work, 30 days prior to the start of prestressing operations certifying by name that the technicians are trained and skilled in the use of the proposed system.

1.3.3 Manufactured Units and Fabricated Items

Samples of manufactured units and shop fabricated components shall be

SECTION 35 20 16.46 Page 9 full-size and complete as required for installation in the work. Approved samples may be installed in the work provided each sample is identified and its location recorded.

1.3.4 Installation Drawings

Submit detailed installation drawings for Stressing Tendons and Accessories approved prior to commencing the work and showing the type and size of stressing tendons and anchorages, erection methods, sequence of stressing and stressing calculations.

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 General

Perform delivery, handling, and storage of materials and fabricated items in conformance with the requirements specified herein and in Section 05 59 13 FABRICATION OF HYDRAULIC STEEL STRUCTURES. Do not allow prestressing steel materials to come in contact with the earth. Protective wrappings and coverings shall not be removed until immediately prior to use in the work. Each prestressing tendon shall be closely inspected prior to use in the work. Tendons with nicks, pits, bends or damaged threaded ends shall not be used in the work.

1.4.2 Rubber Seals

Store rubber seals in a place which permits free circulation of air, maintains a temperature of 70 degrees F or less, and prevents the rubber from being exposed to the direct rays of the sun. Keep rubber seals free of oils, grease, and other materials which would deteriorate the rubber.

Rubber seals shall not be distorted during handling.

PART 2 PRODUCTS

2.1 METALS

See section 05 59 13 FABRICATION OF HYDRAULIC STEEL STRUCTURES for additional information.

2.1.1 Trunnion Yoke Plates

See specification section 05 59 13 FABRICATION OF HYDRAULIC STEEL

STRUCTURES.

2.1.2 Trunnion Base Plate and Stiffener Plate

See specification section 05 59 13 FABRICATION OF HYDRAULIC STEEL

STRUCTURES.

2.1.3 Trunnion Keeper Plate

See specification section 05 59 13 FABRICATION OF HYDRAULIC STEEL

STRUCTURES.

2.1.4 Transition Hub Forging

All transition hub forgings shall be ASTM A 105/A 105M or ASTM A 106/A 106M Gr. B. Forging material shall meet notch toughness requirements as

SECTION 35 20 16.46 Page 10 specified for ASTM A709/A709M Gr. 36F3.

2.1.5 Transition Hub Forging Ring

Transition hub forging ring shall be ASTM A240/A240M Type 316L stainless steel.

2.1.6 Trunnion Pin

ASTM A564/A564M, Type 630, H1150 stainless steel. Trunnion pin surface finish shall be 16 micro-inches or smoother

2.1.7 Removable Trunnion Leveling Brackets

All trunnion leveling plate assemblies shall be ASTM A36/A36M steel and shall follow AWS D1.1/D1.1M for weld fabrication requirements. All plates shall be hot dipped galvanized in accordance with ASTM A123/A123M.

2.1.8 Key Hole Bearing Plates

All key hole bearing plates shall be ASTM A709/A709M Grade 50F3 steel.

Contractor may submit alternative bearing plate design for government approval.

2.1.9 Trunnion Girder and Pier Anchorage Bearing Plates

Bearing plates shall be ASTM A588/A588M GR 50 steel unless noted otherwise. Contractor may submit alternative bearing plate design for government approval. Bearing plates shall be hot dipped galvanized accordance with ASTM A123/A123M

2.1.10 Sill Beam

All sill beams shall be ASTM A276 Type 316L stainless steel.

2.1.11 Typical Rebar within Embed Plate Grout Second Placement

All headed anchors shall be ASTM A706/A706M Gr. 60 deformed rebar with heads that meet or exceed requirements in ACI 318 Section 12.6 Development of Headed Deformed Bars in Tension and or ACI 318-14 Section 25.4.4.1 Development of Headed Deformed Bars in Tension. All headed anchors shall have a minimum of 4" of threads at the ends of the anchors. Anchor threads shall extend past the nut a minimum of 3/4".

2.1.12 Stainless Steel Rebar within Embed Plate Grout Second Placement

All stainless steel reinforcement called out on the contract drawings shall be ASTM A955/A955M Gr. 40 Type 316L.

Friction welding of heads shall follow AWS C6.1/C6.1M and AWS C6.2/C6.2M and AWS D1.6/D1.6M

All headed anchors shall meet or exceed requirements in ACI 318 Section

12.6 Development of Headed Deformed Bars in Tension and or ACI 318-14 Section 25.4.4.1 Development of Headed Deformed Bars in Tension and be accompanied with an ICC-ES report that allows the head to be used as shear reinforcement.

SECTION 35 20 16.46 Page 11

2.1.13 Thrust Washer Screws

Thrust washer screws shall be button socket head screws made from stainless steel S 17400 Type 630 H1150 typ.

2.1.14 Dogging Lug

Dogging Lug attached to the Tainter gate shall be ASTM A709/A709M Gr. 50F3.

2.1.15 Dogging Eye Bars

Dogging eye bars shall be ASTM A693 Type 630 H1150.

2.1.16 Dogging Pins

Dogging pins shall be ASTM A565/A565M Type 630 H1150.

2.1.17 Dogging Cotter Pins

Dogging cotter pins shall be a split pin design and shall be stainless steel type 316L.

2.1.18 Dogging Hanger Support Assembly

All plates for the Dogging Hanger Support Assembly shall be ASTM A709/A709M Gr. 50F3.

2.1.19 Dogging Device Handle

The Dogging Device handle shall be ASTM A276 type 316L.

2.2 COMPOSITES

2.2.1 Horizontal Girder Bumper

The composite bumper shall have the following properties:

a) Ultimate Compressive Strength = 50,000psi, Min.

b) Yield Strength = 15,000 psi Min.

c) Compression Modulus = 500,000psi Min.

d) Dry Dynamic Coefficient of Friction = 0.15 Max.

e) Capable of operating successfully between -40 deg to 200 deg F

f) Tensile Strength = 11,000 psi Min. based on ASTM D638

g) Tensile Modulus of Elasticity = 470,000 psi Min. based on ASTM D638

h) Hardness Rockwell M = 100 Min. based on ASTM D785

i) Water Swell < 0.15% Max based on ASTM D570

j) Non corrosive Tolerances and installation shall comply with specifications and manufacturer recommendations.

2.2.2 Trunnion Assembly Thrust Washer

The trunnion assembly thrust washer shall be a composite ring. Tolerances shall comply with specifications and manufacturer recommendations. The composite trunnion assembly thrust washer shall have the following salient features / properties:

a) Ultimate Compressive Strength = 50,000psi Min.

SECTION 35 20 16.46 Page 12

b) Yield Strength = 15,000 psi Min.

c) Compression Modulus = 500,000psi Min.

d) Dry Static / Dynamic Coefficient of Friction = 0.075 / 0.065 Max

e) Wet Static / Dynamic Coefficient of Friction = 0.056 / 0.046 Max

f) Capable of operating successfully between -40 deg to 200 deg F

g) Tensile Strength = 11,000 psi Min. based on ASTM D638

h) Tensile Modulus of Elasticity = 470,000 psi Min. based on ASTM D638

i) Hardness Rockwell M = 100 Min. based on ASTM D785

j) Water Swell < 0.1% Max. based on ASTM D570

k) Non corrosive

2.2.3 Dogging Device Flange Bearings and Bearings

The flange bearings and bearings for the dogging device shall be composite.

Tolerances shall comply with specifications and manufacturer recommendations. The composite flange bearing and bearing shall have the following salient features / properties:

a) Ultimate Compressive Strength = 50,000psi Min.

b) Yield Strength = 15,000 psi Min.

c) Compression Modulus = 500,000psi Min.

d) Dry Static / Dynamic Coefficient of Friction = 0.075 / 0.065 Max

e) Wet Static / Dynamic Coefficient of Friction = 0.056 / 0.046 Max

f) Capable of operating successfully between -40 deg to 200 deg F

g) Tensile Strength = 11,000 psi Min. based on ASTM D638

h) Tensile Modulus of Elasticity = 470,000 psi Min. based on ASTM D638

i) Hardness Rockwell M = 100 Min. based on ASTM D785

j) Water Swell < 0.1% Max. based on ASTM D570

k) Non corrosive

2.2.4 Trunnion Assembly Bearing

The Trunnion Bearing shall be as specified in SECTION 35 05 40.17

SELF-LUBRICATED MATERIALS, FABRICATION, HANDLING, AND ASSEMBLY

2.3 TRUNNION ASSEMBLY THROUGH BOLT ANCHORAGE

2.3.1 Anchors

All trunnion assembly anchors shall be ASTM A449 Gr. 90 hot dipped galvanized all threaded rods.

2.3.2 Nuts and Washers

All nuts shall be a heavy duty hex nut ASTM A29/A29M Grade C-1045 and be hot dipped galvanized. All washers shall be hardened and be ASTM F436 Type 1, and be hot dipped galvanized.

2.3.3 Embed Ducts and Centralizers

Ducts and Centralizers shall be PVC schedule 40 pipe ASTM D1785 Class 200 Pipe and ASTM D2241.

2.3.4 Ties

All cable ties shall be electrical nylon.

2.3.5 Grout Tubing

All plastic grout tubing shall be high density polyethylene 0.06" wall.

SECTION 35 20 16.46 Page 13

2.3.6 Grout Admixture

Grout shall be non shrink, non-metallic, have a minimum 5000 psi compressive strength and strictly adhere to Post Tension Institute Manual PTI DC35.1-14 and manufacturer recommendations. Grouting Procedure shall be submitted for government review and approval and also adhere to PTI DC35.1 -14 and PTI M55.1-12.

2.3.7 Stressing

Anchor stressing shall strictly follow RCSC 2009 specifications and requirements. Anchors shall be pretensioned to 0.7*Proof Load = 73 kips.

2.3.8 Stressing Sequence

Anchors shall follow the tensioning sequences prescribed on the contract drawings a minimum of two times to verify pretension force has been achieved and maintained.

2.4 TRUNNION, TRUNNION GIRDER, AND PIER ANCHORAGE ASSEMBLIES

2.4.1 Trunnion and Trunnion Girder Anchorage

All trunnion assembly and trunnion girder anchors shall be 150 ksi all thread bar type II ASTM A722. Certified manufacturing records and test reports for tendons shall be provided, identified with specific lots, and approved prior to use of tendons in the work. Manufacturing records for tendons shall include mixing casting, cooling, rolling, cold-stressing to 80 percent of the minimum ultimate strength, and stress-relieving. Test reports shall include chemical analyses, mechanical properties testing and stress-strain curves, mechanical coupling demonstration, and product analyses of finished tendons representing each heat. All prestress bars shall be furnished full length as shown on drawings. Couplers will not be permitted.

2.4.2 Longitudinal Pier Anchorage

All longitudinal pier anchorage assembly anchors shall be 150 ksi all thread bar type II ASTM A722-07 epoxy coated in accordance with ASTM 934.

Epoxy coatings shall be 12 mil or greater. Certified manufacturing records and test reports for tendons shall be provided, identified with specific lots, and approved prior to use of tendons in the work. Manufacturing records for tendons shall include mixing casting, cooling, rolling, cold-stressing to 80 percent of the minimum ultimate strength, and stress-relieving. Test reports shall include chemical analyses, mechanical properties testing and stress-strain curves, mechanical coupling demonstration, and product analyses of finished tendons representing each heat. All prestress bars shall be furnished full length as shown on drawings. Couplers will not be permitted.

2.4.3 Nuts and Washers

All nuts shall be a heavy duty hex nut ASTM A29/A29M Grade C-1045 and be hot dipped galvanized. All washers shall be hardened and be ASTM D1785 Type 1, and be hot dipped galvanized.

SECTION 35 20 16.46 Page 14

2.4.4 Embed Ducts

Ducts for trunnion and trunnion girder anchorage shall be high density polyethylene (HDPE) Meeting the requirements of “Guide to Specification for Grouted Post Tensioning” PTI/ASBI M50.3-12 Ducts shall be flexible enough to conform to the bar profile and strong enough to maintain their shape without deforming, sagging, or collapsing during concrete placement and vibration. The inside diameter of the ducts shall be at least 1/4-inch larger than the diameter of a single bar placed in the ducts. Design ducts for watertight connections with all fittings. Galvanized ducts shall not be permitted.

2.4.5 Centralizers

Centralizers and spacers shall be made from steel, plastic, or material which is non-detrimental to the post-tensioned steel. Wood spacers shall not be used. The centralizers shall support the bar in the drill hole and position the bar so a minimum groutgel cover of 0.5" is achieved. All centralizers shall be designed to permit groutgel to flow freely around the bar and along the drill hole. The number of centralizers shall be spaced such that they are not crushed or deflect greater than 0.125" under the weight of the bar. Calculations demonstrating this requirement shall be performed by a licensed Professional Engineer (Civil) with 5 years minimum experience in post-tension anchor design and submitted to the Contracting Officer for review and approval.

2.4.6 Ties

All cable ties shall be electrical nylon.

2.4.7 GroutGel Tubing, Valves and Plugs

All plastic groutgel tubing, valves and plugs shall be high density polyethylene meeting the requirements of PTI/ASBI M50.3-12. GroutGel tubes for inlets and outlets shall have a minimum 3/8” inside diameter. Tubes shall allow the groutgel to be pumped readily and without blockage to the bottom of the drill hole. The tubing shall be able to withstand the expected groutgel pressure. Post grout tubes shall be strong enough to withstand the post groutinggel installation pressure.

2.4.8 Grout

Grout shall be a mixture of Portland cement conforming ASTM C150/C150M, Type II, shrinkage compensating admixture specified in SECTION 03 30 00.00 10 CAST-IN-PLACE CONCRETE paragraph GROUT ADMIXTURE, and potable water. The shrinkage compensating admixture shall produce a 2 percent minimum and a 10 percent maximum unconfined expansion when tested in accordance with ASTM C940, shall not contain aluminum powder, chlorides, fluorides or nitrates, may be dispensed in solid or liquid form and must be approved by the Contracting Officer prior to its use. The water content shall be the minimum necessary for proper placement but the water-cement ratio shall not exceed 0.50 by weight. Determine the pumpability of grout in accordance with ASTM C939. The efflux time of a grout sample immediately after mixing shall not be less than 11 seconds. The minimum 7-day compressive strength of 2-inch grout cubes, molded, cured and tested in accordance with ASTM C109/C109M shall be 3000 psi.

SECTION 35 20 16.46 Page 15

2.4.8 Stressing

Anchor stressing shall follow manufacturer recommendations and all applicable specifications.

2.4.9 Anchorages

Anchorages shall be metal of proven corrosion resistance and compatible with the post tension bars, capable of fully developing 95% percent of the minimum guaranteed ultimate strength of prestress bars without excessive slip and approved. Anchorages shall be the button-head, wedge, nut and thread, grip nut, thread-bar, threaded plate or other approved type and shall be provided with bearing plates bars, rings, bells or other positive-attaching anchor fittings.

2.4.10 Corrosion Inhibiting Compound

The corrosion-inhibiting compoundcompound (i.e gel) shall be a gel that is an organic compound with corrosion-inhibiting additives and appropriate moisture-displacing and self-healing properties. The gel compound shall stay permanently viscous and be chemically stable and not reactive with the post-tensioned steel, base plate steel and paint, galvanizing, epoxy coating, the sheathing material, or the anchor grout. The gel compound shall conform to recommendations and requirements listed under Post Tension Institute PTI DC35.1-14 Table 4-1 and shall be capable of being pumped at ambient temperature. The gel shall meet the requirements of the table at the end of this section.

2.4.11 Sealant

Sealant material between the trunnion girder and trumpets shall have excellent adhesion to steel, highly weather resistant, capable of being painted, highly UV resistant, non-staining, non-corrosive, and have the following strength properties:

a) Tensile strength of 225 psi in accordance with ASTM D412

b) Tensile lap shear strength of 275 psi in accordance with ASTM D1002.

c) No change in appearance after 2000 hrs of UV A Exposure Service temperature of 200 deg F or higher.

2.5 SILL BEAM ANCHORAGE ASSEMBLIES

2.5.1 Anchor

Sill beam anchors shall be ASTM A706/A706M Gr. 60 deformed rebar with heads that meet or exceed requirements in ACI 318-11 Section 12.6 Development of Headed Deformed Bars in Tension and or ACI 318-14 Section

25.4.4.1 Development of Headed Deformed Bars in Tension. All anchors shall have a minimum of 4" of threads at the ends for the anchors. Anchor threads shall extend past the nut a minimum of 3/4".

2.5.2 Nuts

Nuts for the sill beam anchorage assembly shall be ASTM A194/A194M Grade 2.

2.5.3 Washers

Washers for the sill beam anchorage assembly shall be ASTM F844.

SECTION 35 20 16.46 Page 16

2.5.4 Isolating Neoprene Washers

All isolating washers shall be made from neoprene with the following:

a) Durometer of 40 minimum in accordance with ASTM D2240,

b) Tensile strength of 2000 psi minimum in accordance with ASTM D412,

c) Elongation of 350% at break minimum

d) Aging and Ozone Testing that met or exceeded requirements set forth by ASTM D573 and ASTM D1149

e) Compression set of 30% Max in accordance with Method B of ASTM D395.

2.5.5 Second Placement Grout

All second placement grout shall conform to nonshrink grout requirements in specification SECTION 03 30 00.00 10 CAST-IN-PLACE CONCRETE.

2.5.6 Rebar Couplers

All rebar coupler / mechanical splice shall meet or exceed all requirements specified in ACI 318 especially Section 12.14.3.

2.6 SIDE SEAL EMBED PLATE ANCHORAGE ASSEMBLY

2.6.1 Typical Anchor

Sill beam anchors shall be ASTM A706/A706M Gr. 60 deformed rebar with heads that meet or exceed requirements in ACI 318 Section 12.6 Development of Headed Deformed Bars in Tension and or ACI 318-14 Section 25.4.4.1 Development of Headed Deformed Bars in Tension. All anchors shall have a minimum of 4" of threads at the ends for the anchors. Anchor threads shall extend past the nut a minimum of 3/4".

2.6.2 End Anchors

See specification section 2.1.13 for anchor requirements.

2.6.3 Nuts

Nuts for the side seal embed plate anchorage assembly shall be ASTM A194/A194M Grade 2.

2.6.4 Washers

Washers for the sill beam anchorage assembly shall be ASTM F844.

2.6.5 Isolating Neoprene Washers

Isolating Neoprene Washers All isolating washers shall be made from neoprene with the following:

a) Durometer of 40 minimum in accordance with ASTM D2240,

b) Tensile strength of 2000 psi minimum in accordance with ASTM D412,

c) Elongation of 350% at break minimum

d) Aging and Ozone Testing that met or exceeded requirements set forth by ASTM D573 and ASTM D1149

e) Compression set of 30% Max in accordance with Method B of ASTM D395.

2.6.6 Second Placement Grout

All second placement grout shall conform to nonshrink grout requirements in

SECTION 35 20 16.46 Page 17 specification SECTION 03 30 00.00 10 CAST-IN-PLACE CONCRETE.

2.7 TRUNNION ASSEMBLY EMBED PIER THRUST PLATE ANCHORAGE ASSEMBLY

2.7.1 Anchor

Embed pier plate and thrust plate anchors shall be ASTM A706/A706M Gr. 60 deformed rebar with heads that meet or exceed requirements in ACI 318-11 Section 12.6 Development of Headed Deformed Bars in Tension and or ACI 318-14 Section 25.4.4.1 Development of Headed Deformed Bars in Tension. All anchors shall have a minimum of 4" of threads at the ends for the anchors.

Anchor threads shall extend past the nut a minimum of 3/4".

2.7.2 Nuts

Nuts for the sill beam anchorage assembly shall be ASTM A194/A194M Grade 2.

2.7.3 Washers

Washers for the embed plate anchorage assembly shall be ASTM F844

2.7.4 Isolating Neoprene Washers

All isolating washers shall be made from neoprene and adhere to the following requirements:

a) Durometer of 40 or better in accordance with ASTM D2240,

b) Tensile strength of 2000 psi or better in accordance with ASTM D412,

c) Elongation of 350% at break or better

d) Aging and Ozone Testing that met or exceeded requirements set forth by ASTM D573 and ASTM D1149ASTM D1149

e) Compression set of 30% Max or better in accordance with Method B of

ASTM D395.

Washers shall be placed on either side of the leveling flange.

2.7.5 Second Placement Grout

All second placement grout shall conform to nonshrink grout requirements in specification SECTION 03 30 00.00 10 CAST-IN-PLACE CONCRETE.

2.8 TRUNNION YOKE PLATE THRUST WASHER SCREWS

All thrust washer screws shall be button socket head stainless steel screws ASTM F593 Group 7 Type 630 AH Installed with an approved anti galling compound.

2.9 TRUNNION BASE PLATE LEVELING BOLTS

Trunnion base plate leveling bolts shall be ASTM F1554 Gr. 36 headed and fully threaded. Hex nuts shall be ASTM A563M and washers shall be ASTM F436.

All material shall be hot dipped galvanized in accordance with

ASTM A123/A123M.

2.10 PUSH TROLLEY

The fall protection push beam trolley shall have the following salient features:

a) Corrosion resistant zinc finish or Stainless Steel

b) Built in width adjustment indicator

c) Fits beams with flanges between 2.75in to 8in.

SECTION 35 20 16.46 Page 18

d) Anti Drop Plates

e) Safe Working Load of 2,000 lbs

f) Fall Protection Rated

g) Meets or Exceeds OSHA 1926 Subpart M

h) Meets or Exceeds OSHA 1910

2.11 SWIVEL HOIST RING

The fall protection swivel hoist ring shall have the following salient features:

a) Stainless Steel type 316L

b) Working Load Limit of 5000 lbs Minimum.

c) Fall Protection Rated

d) Meets or Exceeds OSHA 1926 Subpart M

e) Meets or Exceeds OSHA 1910

2.12 DOGGING DEVICE HANGER ASSEMBLY

2.12.1 Grout Tubing

All plastic grout tubing, valves and plugs shall be high density polyethylene meeting the requirements of PTI/ASBI M50.3-12. Grout tubes for inlets and outlets shall have a minimum 3/8" inside diameter. Tubes shall allow the grout to be pumped readily and without blockage to the bottom of the plate. The tubing shall be able to withstand the expected grout pressure.

2.12.2 Dogging Through Bolts

Through bolts for the dogging device shall be ASTM A449 all thread rods and shall be hot dipped galvanized.

2.12.3 Nuts and Washers

Nuts shall be a heavy duty hex nut ASTM A29/A29M Grade C-1045 and be hot dipped galvanized. All washers shall be hardened and be ASTM D1785 Type 1, and be hot dipped galvanized.

2.13 CONCRETE BEAM FOR DOGGING DEVICE

2.13.1 Concrete

Concrete for the concrete beam dogging device shall follow all requirements in Section 03 30 00.00 10 Cast-In-Place Concrete and have a minimum 28 day compressive strength of 4500psi.

2.13.2 Rebar

All reinforcement used in the concrete beam for the dogging device shall be ASTM A706/A706M Gr. 60 Steel and shall be dual coated with zinc and epoxy in accordance with ASTM A1055/A1055M.

2.13.3 Headed Rebar

All headed reinforcement for the concrete beam for the dogging device shall be ASTM A706/A706M Gr. 60 deformed rebar with heads that meet or exceed requirements in ACI 318-14 Section 25.4.4.1 Development of Headed Deformed Bars in Tension. Headed Bars must also be dual coated with Zinc and Epoxy

SECTION 35 20 16.46 Page 19 in accordance with ASTM A1055/A1055M.

2.14 REMOVABLE TRUNNION LEVELING BRACKET ANCHORS

Removable trunnion leveling bracket anchors shall meet the following requirements:

1) Removable from concrete

2) Mechanically galvanized in accordance with ASTM B695 Class 65 Type 1

3) Threads that undercut into concrete to efficiently transfer load

4) Have an ICC-ES report that demonstrates successful use in cracked and untracked concrete in accordance with ACI 318-11 Appendix D.

5) Steel that is heat treated in compliance with SAE J403 Grade 10B21

6) Complies with IBC (International Building Code) 2012, 2015

2.15 TRUNNION ASSEMBLY GROUT SECOND PLACEMENTS, GROUT LEVELING PADS, AND

LIQUID SHIMS

The grout second placement between the stainless steel embed thrust plate and the concrete pier, shall conform to nonshrink grout requirements in specification SECTION 03 30 00.00 10 CAST-IN-PLACE CONCRETE.

The grout pad between the trunnion base plate and the trunnion girder shall conform to nonshrink grout requirements in specification SECTION

03 30 00.00 10 CAST-IN-PLACE CONCRETE.

The liquid epoxy shim between the yoke plate and embed pier shall meet the following requirements:

1. Nonshrink or linear shrinkage that is less than or equal to 0.02%.

2. Compressive Modulus of Elasticity = 500,000 psi minimum in accordance with ASTM D695

3. Compressive Strength = 10,000 psi minimum in accordance with ASTM D695

ASTM D695

4. Able to perform successfully under temperature conditions that range between -40 deg to 150 deg F

5. Low creep under high sustained loads lasting as long as several months and up to 4500 psi.

6. Resistant to impact or shock loading in accordance with MIL-S_901C (Navy) High Impact Shock Test, Grade A, Type A, Class 1

7. Resistant to irrational loads in accordance with MIL-STD-167

8. Capable of being poured in depths of 1/2" or less.

Contractor shall take measures in preventing liquid shim material from leaking in between the pin and yoke plate.

2.15.1 Proximity Sensor Embed

Contractor shall provide a mounting assembly for all proximity switches that will be installed on the left side of each TAINTER gate facing downstream. The switch shall be located such that it is centered with the sensing angle at the fully open and closed position of the gate. The mounting assembly shall be made entirely of stainless steel type 316L. The mount plate anchors shall also be stainless steel type 304 or 316L and shall extend into the concrete and not only into the grout second placement. The connection between the proximity switch and the mount plate shall be adjustable. The proximity switches shall be recessed into the concrete such that the proximity switch face is flush with pier face and or the grout face. The Contractor shall submit calculations proving the adequacy of the mounting assembly for review and approval. The submittal

SECTION 35 20 16.46 Page 20 shall be stamped by a licensed civil engineer with 5 years minimum experience in concrete anchor design that conforms to ACI 318-11 Appendix D or ACI 318-14 Chapter 17. See contract drawings for additional details and requirements related to the proximity switches.

2.16 TOLERANCES

All tolerances shall adhere to requirements detailed on the contract drawings, and Specification Sec. 05 59 13 Fabrication of Hydraulic Steel Structures. For description and definition of tolerance symbols used on contract drawings see ASME Y14.5.

2.17 WELDING OF EMBED PLATE MEMBERS

All stainless steel members shall be welded in accordance with

AWS D1.6/D1.6M

All friction welded headed anchors shall be welded in accordance with AWS C6.1/C6.1M and AWS C6.2/C6.2M.

2.18 PASSIVATION TREATMENT OF STAINLESS STEEL PARTS

ASTM A240/A240M Type 316L, ASTM A276 Type 316L, and ASTM A955/A955M Gr.40 Type 316L stainless steel members shall be passivated per ASTM A967/A967M after fabrication.

2.19 DISTORTION CONTROL, FABRICATION, AND SHIPPING PLAN OF STAINLESS STEEL

EMBED PLATES

Contractor shall submit for approval a Distortion Control Plan for all stainless steel embed plate assemblies. The plan should describe in detail how the tolerances from the contract drawings will be maintained. The plan shall provide illustrative examples and a detailed description of the proposed fabrication process including welding sequence, welding inspection, welding repair, location of temporary brace supports, removal of brace supports, machining, tolerance verification procedure, and shipping plan.

2.20 EMBED PLATE INSTALLATION AND SURVEY PLAN

Contractor shall submit for approval an installation plan to create Datum A, Datum B, and Datum C using the procedure on the contract drawings or an approved equal. To create Datum A, Datum B, and Datum C the Contractor shall use a minimum of 10 reference points that are evenly spaced apart such that they cover the entire embed member.

The Contractor following approval of the installation plan shall submit for government and Contracting Officer approval both an initial and final survey plan of all the embed plates (side seal, bumper, sill beam, and trunnion thrust plate) before and after grouting. Both the initial and final submittal shall clearly identify the proposed Datum A plane, the proposed Datum B plane, the proposed Datum C plane, proof that all planes (A, B, C) are within contract document tolerances relative to one another, and proof that Datum planes were maintained following anchor tensioning, grout and liquid shim placements, and TAINTER gate operation. In addition, the submittals shall be composed of a drawing(s) of each embed plate, which clearly illustrates all of the survey marker / reference point locations and 3D coordinate values (X, KY, Z). Accompanied with the actual survey marker coordinate shall be the predicted best fit averaged coordinate value

SECTION 35 20 16.46 Page 21

(X, KY, Z). The intent of these values is to compare the actual with the theoretical/predicted value. Surface finish tolerances shall be measured by placing a freestanding (unleveled), 5 ft straightedge for a plane surface or curved template for curved surface anywhere on the surface and allowing it to rest upon two high spots. The gap at any point between the straightedge or template and the surface shall not exceed surface roughness tolerance specified on the contract drawings.

2.21 MATERIALS

System of identification which shows the disposition of specific lots of approved materials and fabricated items in the work, before completion of the contract. Provide materials orders, materials lists, and materials shipping bills conforming with the requirements of Section 05 59 13

FABRICATION OF HYDRAULIC STEEL STRUCTURES.

2.21.1 Metals

Structural steel, steel forgings, steel castings, stainless steel, bronze, aluminum-bronze, and other metal materials used for fabrication shall conform to the requirements shown on the drawings and specified herein and in Section 05 50 13 MISCELLANEOUS METAL FABRICATIONS.

2.21.1.1 Prestressing Steel Bar

ASTM A722/A722M, Type II, including Supplementary Requirements. Certified manufacturing records and test reports for tendons shall be provided, identified with specific lots, and approved prior to use of tendonssteel bars in the work. Manufacturing records for tendons shall include mixing casting, cooling, rolling, cold-stressing to 80 percent of the minimum ultimate strength, and stress-relieving. Test reports shall include chemical analyses, mechanical properties testing and stress-strain curves, mechanical coupling demonstration, and product analyses of finished tendons steel bars representing each heat.

2.21.1.2 Steel Bars for Concrete Reinforcement

Steel bars for concrete reinforcement other than steel bar prestressing tendons shall be as specified in Section 03 20 00.00 10 CONCRETE REINFORCING. All reinforcement used for the second placement features related to the Tainter Gates (sill beams, side seal plates, side bumper plates, and thrust plates)shall be ASTM A706/A706M GR 60, unless noted otherwise on the contract drawings. Placement of reinforcement shall adhere to specification section 03 20 00.00 10 CONCRETE REINFORCING.

2.21.2 Gaskets for Seal Assemblies

Rubber gasket sheets for seal assemblies shall have nominal Shore A durometer value of 55 with dimensions as shown on the drawings.

2.21.3 Rubber Seals

2.21.3.1 General

Rubber seals shall be of the molded type only, shall be compounded of natural rubber, synthetic polyisoprene, or a blend of both, and shall contain reinforcing carbon black, zinc oxide, accelerators, antioxidants, vulcanizing agents, and plasticizers. Rubber side seals shall be fluoro-carbon (Teflon) clad. Physical characteristics of the seals shall

SECTION 35 20 16.46 Page 22 meet the following requirements:

PHYSICAL TEST TEST VALUE TEST METHOD

SPECIFICATION

Tensile Strength 2500 psi (min.) ASTM D412

Elongation at Break 450 percent (min.) ASTM D412

300 percent Modulus 900 psi (min.) ASTM D412

Durometer Hardness (Shore Type A)

60 to 70 ASTM D2240

*Water Absorption 5 percent by weight (max.)

ASTM D471

Compression Set 30 percent (max.) ASTM D395

Tensile Strength (after aging 48 hrs)

80 percent tensile strength (min.)

ASTM D572

The "Water Absorption" test shall be performed with distilled water. The washed specimen shall be blotted dry with filter paper or other absorbent material and suspended by means of small glass rods in the oven at a temperature of 70 degrees C plus or minus 2 degrees C for 22 hours plus or minus 1/4 hour. The specimen shall be removed, allowed to cool to room temperature in air, and weighed. The weight shall be recorded to the nearest 1 mg as W1 (W1 is defined in ASTM D471). The immersion temperature shall be 70 degrees C plus or minus 1 degree C and the duration of immersion shall be 166 hours.

2.21.3.2 Fabrication

Rubber side seals shall have a fluoro-carbon film vulcanized and bonded to the sealing surface of the bulb, it must be 0.060 inch thick, and must have the following physical properties:

Tensile strength 2,000 psi (min.)

Elongation 250 percent (min.)

The outside surface of the bonded film shall be flush with the surface of the rubber seal and shall be free of adhering or bonded rubber. Strips and corner seals shall be molded in lengths suitable for obtaining the finish lengths shown on the drawings and with sufficient excess length to provide test specimens for testing the adequacy of the adhesion bond between the film and bulb of the seal. At one end of each strip or corner seal to be tested, the fluoro-carbon film shall be masked during bonding to prevent a bond for a length sufficient to hold the film securely during testing.

2.22 MANUFACTURED UNITS

Bolts, nuts, washers, screws and other manufactured units shall conform with the requirements shown on the drawings and specified herein and in Section 05 50 13 MISCELLANEOUS METAL FABRICATIONS.

2.22.1 Bolts, Nuts and Washers

High-strength bolts, nuts, and washers shall conform to ASTM F3125/F3125M, SECTION 35 20 16.46 Page 23

Grade A325, Type 1, hot-dip galvanized or ASTM F3125/F3125M, Grade A490, Type 1 painted. Bolts, nuts, studs, stud bolts and bolting materials other than high-strength shall conform to ASTM A307, Grade A. Bolts 1/2-inch and larger shall have hexagon heads. The finished shank of bolts shall be long enough to provide full bearing. Washers for use with bolts shall conform to the requirements specified in the applicable specification for bolts.

2.22.2 Screws

Screws shall be of the type indicated on the drawings.

2.23 FABRICATION

2.23.1 Detail Drawings

Submit detail drawings, including fabrication drawings, shop assembly drawings, delivery drawings, and field installation drawings, conforming to the requirements specified herein and in Section 05 59 13 FABRICATION OF

HYDRAULIC STEEL STRUCTURES.

2.23.1.1 Fabrication Drawings

Show on the fabrication drawings complete details of materials, tolerances, connections, machined surface finishes, and proposed welding sequences which clearly differentiate shop welds and field welds.

2.23.1.2 Shop Assembly Drawings

Provide on the shop assembly drawings details for connecting the adjoining fabricated components in the shop to assure satisfactory field installation.

2.23.1.3 Delivery Drawings

Provide on the delivery drawings descriptions of methods of delivering components to the site, including details for supporting fabricated components during shipping to prevent distortion or other damages.

2.23.1.4 Field Installation Drawings

Provide on the field installation drawings a detailed description of the field installation procedures. The description shall include the location and method of support of installation and handling equipment; provisions to be taken to protect concrete and other work during installation; method of maintaining components in correct alignment; plan for installation of Prestressing Assemblies, including proposed stressing sequences and stressing calculations for anchorage assemblies.

2.23.2 Structural Fabrication

Structural fabrication shall conform with the requirements shown on the drawings and specified herein. Components shall be shop-fabricated of the materials specified and shown on the drawings. Dimensional tolerances shall be as specified and shown on the drawings. Splices shall occur only where shown on the drawings or approved by the Contracting Officer. Pin holes shall be bored in components after welding, straightening, stress-relieving, and threading operations are completed. Brackets, eye bar sections, and other components requiring straightening shall be straightened by methods which will not damage the material. Bronze bushings shall be press-fitted with supporting components. Bolt

SECTION 35 20 16.46 Page 24 connections, lugs, clips, or other pick-up assembly devices shall be provided for components as shown and required for proper assembly and installation. Provisions shall be made for the installation of appurtenances as required.

2.23.3 Welding

Welding shall conform to 05 59 13 FABRICATION OF HYDRAULIC STEEL STRUCTURES. Components shall be stress-relief heat treated after welding where shown on the drawings. Stress-relieving of components shall be performed prior to the attachment of miscellaneous appurtenances.

2.23.4 Bolted Connections

Bolted connections shall conform with the requirements specified in 05 59

13 FABRICATION OF HYDRAULIC STEEL STRUCTURES.

2.23.5 Machine Work

Machine work shall conform with the requirements specified in Section

05 59 13 FABRICATION OF HYDRAULIC STEEL STRUCTURES.

2.23.6 Miscellaneous Provisions

Miscellaneous provisions for fabrication shall conform with the requirements specified herein and in Section 05 59 13 FABRICATION OF

HYDRAULIC STEEL STRUCTURES.

2.23.7 Fabrications

Submit samples for approval prior to use of the represented materials or items in the work. Samples of standard and shop fabricated items shall be full size and complete as required for installation in the work. Approved samples may be installed in the work provided each sample is clearly identified and its location recorded.

2.23.7.1 Gates

Contractor proposed shop-fabrication of gate leaf in separate segments to facilitate handling and shipping must be approved by the Contracting Officer and shall be as shown on approved detail drawings. Such segments shall permit easy field-assembly and shall be as few as practicable to minimize the number of joints to be field-welded. The overall height of gates shall not vary from the nominal dimension by more than 1/4 inch.