EAST LINK EXTENSION SEATTLE TO SOUTH BELLEVUE RTA/CN 0004-15C

CONTRACT E130 PACKAGE E110/E130 INTERNATIONAL DISTRICT STATION (IDS) TO EAST CHANNEL BRIDGE

CONTRACT SPECIFICATIONS AMENDMENTS AND SPECIAL PROVISIONS TO THE WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION DIVISIONS 1 - 9

PRICING SET

VOLUME 2 – BOOK 5 APPENDIX C – E110/E130 MISCELLANEOUS

09/02/2016

PREPARED BY:

1 CONTENTS

2 INTRODUCTION ...... 1

3 AMENDMENTS TO THE STANDARD SPECIFICATIONS

4 Section 1-01, Definitions and Terms ...... 1 5 Section 1-02, Bid Procedures and Conditions ...... 1 6 Section 1-04, Scope of the Work ...... 2 7 Section 1-06, Control of Material ...... 2 8 Section 1-07, Legal Relations and Responsibilities to the Public ...... 3 9 Section 1-08, Prosecution and Progress ...... 4 10 Section 1-09, Measurement and Payment ...... 5 11 Section 1-10, Temporary Traffic Control ...... 5 12 Section 2-03, Roadway Excavation and Embankment ...... 5 13 Section 5-01, Cement Concrete Pavement Rehabilitation ...... 6 14 Section 5-02, Bituminous Surface Treatment ...... 7 15 Section 5-04, Hot Mix Asphalt ...... 7 16 Section 5-05, Cement Concrete Pavement ...... 43 17 Section 6-02, Concrete Structures ...... 44 18 Section 6-05, Piling ...... 47 19 Section 6-07, Painting ...... 47 20 Section 6-09, Modified Concrete Overlays ...... 48 21 Section 6-10, Concrete Barrier ...... 49 22 Section 6-14, Geosynthetic Retaining Walls ...... 49 23 Section 6-19, Shafts ...... 50 24 Section 7-02, Culverts ...... 58 25 Section 8-01, Erosion Control and Water Pollution Control ...... 62 26 Section 8-10, Guide Posts ...... 63 27 Section 8-11, Guardrail ...... 63 28 Section 8-20, Illumination, Traffic Signal Systems, Intelligent Transportation 29 Systems, and Electrical ...... 63 30 Section 8-22, Pavement Marking ...... 65 31 Section 9-03, Aggregates ...... 65 32 Section 9-04, Joint and Crack Sealing Materials ...... 68 33 Section 9-07, Reinforcing Steel ...... 69

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1 Section 9-10, Piling ...... 69 2 Section 9-35, Temporary Traffic Control Materials ...... 69 3

4 SPECIAL PROVISIONS

5 DIVISION 6 6 STRUCTURES

7 CONCRETE STRUCTURES ...... 70 8 Materials ...... 70 9 Resin Bonded Anchors ...... 71 10 Epoxy Bonding Agent For Surfaces And For Steel Reinforcing Bar Dowels ...... 72 11 Epoxy Mortar ...... 73 12 Bridge Supported Utilities ...... 73 13 Construction Requirements ...... 74 14 Bridge Supported Utilities ...... 74 15 Bridge Decks and Bridge Approach Slabs ...... 75 16 Repairing Slab Left Exposed After Removing Existing Curb or Sidewalk ...... 75 17 Repairing Slab Left Exposed After Removing Existing Curb and Railbase ...... 76 18 Finishing Concrete Surfaces ...... 76 19 Fractured Fin Finish ...... 76 20 Placing Anchor Bolts ...... 76 21 Grout for Anchor Bolts and Bridge Bearings ...... 77 22 Reinforcement ...... 78 23 Placing and Fastening ...... 78 24 Drilling Holes for, and Setting, Steel Reinforcing Bar Dowels ...... 78 25 STEEL STRUCTURES...... 78 26 High Strength Bolt Holes ...... 78 27 Painting ...... 79 28 BRIDGE RAILINGS ...... 79 29 Materials ...... 79 30 Construction Requirements ...... 80 31 Metal Railings ...... 80 32 Bridge Railing Type Chain Link Fence ...... 80 33 Bridge Railing Type Chain Link Fence ...... 81 34 NOISE BARRIER WALLS ...... 81

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1 Materials ...... 81 2 Construction Requirements ...... 82 3 Submittals ...... 82

4 DIVISION 8 5 MISCELLANEOUS CONSTRUCTION

6 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, INTELLIGENT TRANSPORTATION 7 SYSTEMS, AND ELECTRICAL ...... 82 8 Description ...... 82 9 Communication Conduit System ...... 82 10 Communication Cables And Interfaces ...... 82 11 Video, Voice, & Data Distribution And Transmission Systems ...... 83 12 MT Baker Tunnel, Maintenance Radio System ...... 83 13 Materials ...... 83 14 Closed Circuit Television System ...... 83 15 Communication Conduit System ...... 84 16 Communication Cables And Interfaces ...... 84 17 Video, Voice, & Data Distribution And Transmission Systems ...... 87 18 Conduit, Innerduct, and Outerduct ...... 89 19 Rigid Metal Conduit Fittings and Appurtenances ...... 89 20 Junction Boxes, Cable Vaults, and Pull Boxes ...... 90 21 Fiber Optic Cable, Electrical Conductors, and Cable ...... 91 22 Communication Cables And Interfaces ...... 91 23 Communication Cables And Interfaces ...... 91 24 Communication Cables And Interfaces ...... 92 25 Vehicle Detector ...... 94 26 MT Baker Tunnel, Maintenance Radio System ...... 94 27 Equipment List And Drawings ...... 96 28 Approval of Material ...... 97 29 Construction Requirements ...... 97 30 Traffic Data Accumulation And Ramp Metering System ...... 98 31 Closed Circuit Television System ...... 101 32 Communication Conduit System ...... 103 33 Communication Cables And Interfaces ...... 103 34 MT Baker Tunnel Maintenance Radio System ...... 112 35 General ...... 118

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1 Existing System Disruption and Restoration ...... 120 2 ITS System Order of Work ...... 121 3 Removal and Delivery of Existing Electrical Equipment ...... 122 4 Conduit ...... 122 5 Junction Boxes, Cable Vaults, and Pull boxes ...... 122 6 Wiring ...... 123 7 Traffic Data Accumulation And Ramp Metering System ...... 124 8 Bonding, Grounding ...... 124 9 Service, Transformer, and Intelligent Transportation System (ITS) Cabinets ...... 125 10 PERMANENT SIGNING ...... 126 11 Materials ...... 126 12 STANDARD PLANS ...... 126 13

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1 INTRODUCTION

2 The following Amendments and Special Provisions shall be used in conjunction with the 3 2016 Standard Specifications for Road, Bridge, and Municipal Construction. 4 5 AMENDMENTS TO THE STANDARD SPECIFICATIONS 6 7 The following Amendments to the Standard Specifications are made a part of this contract 8 and supersede any conflicting provisions of the Standard Specifications. For informational 9 purposes, the date following each Amendment title indicates the implementation date of the 10 Amendment or the latest date of revision. 11 12 Each Amendment contains all current revisions to the applicable section of the Standard 13 Specifications and may include references which do not apply to this particular project. 14 15 Section 1-01, Definitions and Terms 16 August 1, 2016

17 1-01.3 Definitions 18 The following new term and definition is inserted after the eighth paragraph: 19 20 Cold Weather Protection Period – A period of time 7 days from the day of concrete 21 placement or the duration of the cure period, whichever is longer. 22 23 Section 1-02, Bid Procedures and Conditions 24 April 4, 2016

25 1-02.4(1) General 26 The first sentence of the last paragraph is revised to read: 27 28 Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, 29 shall request the explanation or interpretation in writing by close of business on the 30 Thursday preceding the bid opening to allow a written reply to reach all prospective 31 Bidders before the submission of their Bids. 32 33 1-02.9 Delivery of Proposal 34 The last sentence of the third paragraph is revised to read: 35 36 The Contracting Agency will not open or consider any Proposal when the Proposal or 37 Bid deposit is received after the time specified for receipt of Proposals or received in a 38 location other than that specified for receipt of Proposals unless an emergency or 39 unanticipated event interrupts normal work processes of the Contracting Agency so that 40 Proposals cannot be received. 41 42 The following new paragraph is inserted before the last paragraph: 43 44 If an emergency or unanticipated event interrupts normal work processes of the 45 Contracting Agency so that Proposals cannot be received at the office designated for 46 receipt of bids as specified in Section 1-02.12 the time specified for receipt of the 47 Proposal will be deemed to be extended to the same time of day specified in the 48 solicitation on the first work day on which the normal work processes of the Contracting 49 Agency resume.

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1 2 1-02.12 Public Opening of Proposals 3 This section is supplemented with the following new paragraph: 4 5 If an emergency or unanticipated event interrupts normal work processes of the 6 Contracting Agency so that Proposals cannot be opened at the time indicated in the call 7 for Bids the time specified for opening of Proposals will be deemed to be extended to 8 the same time of day on the first work day on which the normal work processes of the 9 Contracting Agency resume. 10 11 Section 1-04, Scope of the Work 12 August 1, 2016

13 1-04.2 Coordination of Contract Documents, Plans, Special Provisions, 14 Specifications, and Addenda 15 The following new paragraph is inserted before the second to last paragraph: 16 17 Whenever reference is made in these Specifications or the Special Provisions to codes, 18 rules, specifications, and standards, the reference shall be construed to mean the code, 19 rule, specification, or standard that is in effect on the Bid advertisement date, unless 20 otherwise stated or as required by law. 21 22 Section 1-06, Control of Material 23 January 4, 2016

24 This section is supplemented with the following new section and subsections: 25 26 1-06.6 Recycled Materials 27 The Contractor shall make their best effort to utilize recycled materials in the 28 construction of the project; the use of recycled concrete aggregate as specified in 29 Section 1-06.6(1)A is a requirement of the Contract. 30 31 The Contractor shall submit a Recycled Material Utilization Plan as a Type 1 Working 32 Drawing within 30 calendar days after the Contract is executed. The plan shall provide 33 the Contractor’s anticipated usage of recycled materials for meeting the requirements of 34 these Specifications. The quantity of recycled materials will be provided in tons and as 35 a percentage of the Plan quantity for each material listed in Section 9-03.21(1)E Table 36 on Maximum Allowable Percent (By Weight) of Recycled Material. When a Contract 37 does not include Work that requires the use of a material that is included in the 38 requirements for using materials the Contractor may state in their plan that no recycled 39 materials are proposed for use. 40 41 Prior to Physical Completion the Contractor shall report the quantity of recycled 42 materials that were utilized in the construction of the project for each of the items listed 43 in Section 9-03.21. The report shall include hot mix asphalt, recycled concrete 44 aggregate, recycled glass, steel furnace slag and other recycled materials (e.g. 45 utilization of on-site material and aggregates from concrete returned to the supplier). 46 The Contractor’s report shall be provided on DOT Form 350-075 Recycled Materials 47 Reporting. 48

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1 1-06.6(1) Recycling of Aggregate and Concrete Materials 2 3 1-06.6(1)A General 4 The minimum quantity of recycled concrete aggregate shall be 25 percent of the total 5 quantity of aggregate that is incorporated into the Contract for those items listed in 6 Section 9-03.21(1)E Table on Maximum Allowable Percent (By Weight) of Recycled 7 Material that allow the use of recycled concrete aggregate. The percentage of recycled 8 material incorporated into the project for meeting the required percentage will be 9 calculated in tons based on the quantity of recycled concrete used on the entire 10 Contract and not as individual items. 11 12 If the Contractor’s total cost for Work with recycled concrete aggregate is greater than 13 without the Contractor may choose to not use recycled concrete aggregate. When the 14 Contractor does not meet the minimum requirement of 25 percent recycled concrete 15 aggregate for the Contract due to costs or any other reason the following shall be 16 submitted: 17 18 1. A cost estimate for each material listed in Section 9-03.21(1)E that is utilized 19 on the Contract. The cost estimate shall include the following: 20 21 a. The estimated costs for the Work for each material with 25 percent 22 recycled concrete aggregate. The cost estimate shall include for each 23 material a copy of the price quote from the supplier with the lowest total 24 cost for the Work. 25 26 b. The estimated costs for the Work for each material without recycled 27 concrete aggregate. 28 29 The Contractor’s cost estimates shall be submitted as an attachment to the Recycled 30 Materials Reporting form. 31 32 Section 1-07, Legal Relations and Responsibilities to the Public 33 August 1, 2016

34 1-07.1 Laws to be Observed 35 In the second to last sentence of the third paragraph, “WSDOT” is revised to read 36 “Contracting Agency”. 37 38 1-07.2(2) State Sales Tax: WAC 458-20-170 – Retail Sales Tax 39 The last three sentences of the first paragraph are deleted and replaced with the following 40 new sentence: 41 42 The Contractor (Prime or Subcontractor) shall include sales or use tax on the purchase 43 or rental of tools, machinery, equipment, or consumable supplies not integrated into the 44 project, in the unit bid prices. 45 46 1-07.9(2) Posting Notices 47 Items 1 and 2 are revised to read: 48 49 1. EEOC - P/E-1 (revised 11/09, supplemented 09/15) – Equal Employment 50 Opportunity IS THE LAW published by US Department of Labor. Post for projects 51 with federal-aid funding.

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1 2 2. FHWA 1022 (revised 05/15) – NOTICE Federal-Aid Project published by Federal 3 Highway Administration (FHWA). Post for projects with federal-aid funding. 4 5 Items 5, 6 and 7 are revised to read: 6 7 5. WHD 1420 (revised 02/13) – Employee Rights and Responsibilities Under The 8 Family And Medical Leave Act published by US Department of Labor. Post on all 9 projects. 10 11 6. WHD 1462 (revised 01/16) – Employee Polygraph Protection Act published by 12 US Department of Labor. Post on all projects. 13 14 7. F416-081-909 (revised 09/15) – Job Safety and Health Law published by 15 Washington State Department of Labor and Industries. Post on all projects. 16 17 Items 9 and 10 are revised to read: 18 19 9. F700-074-909 (revised 06/13) – Your Rights as a Worker in Washington State 20 by Washington State Department of Labor and Industries (L&I). Post on all projects. 21 22 10. EMS 9874 (revised 10/15) – Unemployment Benefits published by Washington 23 State Employment Security Department. Post on all projects. 24 25 1-07.15(1) Spill Prevention, Control, and Countermeasures Plan 26 The second sentence of the first paragraph is deleted. 27 28 The first sentence of the second paragraph is revised to read: 29 30 The SPCC Plan shall address all fuels, petroleum products, hazardous materials, and 31 other materials defined in Chapter 447 of the WSDOT Environmental Manual M 31-11. 32 33 Item number four of the fourth paragraph (up until the colon) is revised to read: 34 35 4. Potential Spill Sources – Describe each of the following for all potentially 36 hazardous materials brought or generated on-site, including but not limited to 37 materials used for equipment operation, refueling, maintenance, or cleaning: 38 39 The first sentence of item 7e of the fourth paragraph is revised to read: 40 41 BMP methods and locations where they are used to prevent discharges to ground or 42 water during mixing and transfer of hazardous materials and fuel. 43 44 The last paragraph is deleted. 45 46 Section 1-08, Prosecution and Progress 47 August 1, 2016

48 1-08.1(1) Prompt Payment, Subcontract Completion and Return of Retainage 49 Withheld 50 In item number 5 of the first paragraph, “WSDOT” is revised to read “Contracting Agency”. 51

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1 1-08.5 Time for Completion 2 In item 2c of the last paragraph, “Quarterly Reports” is revised to read “Monthly Reports”. 3 4 Section 1-09, Measurement and Payment 5 April 4, 2016

6 1-09.6 Force Account 7 The second sentence of item number 4 is revised to read: 8 9 A “specialized service” is a work operation that is not typically done by worker 10 classifications as defined by the Washington State Department of Labor and Industries 11 and by the Davis Bacon Act, and therefore bills by invoice for work in road, bridge and 12 municipal construction. 13 14 Section 1-10, Temporary Traffic Control 15 August 1, 2016

16 1-10.1(2) Description 17 The first paragraph is revised to read: 18 19 The Contractor shall provide flaggers and all other personnel required for labor for traffic 20 control activities that are not otherwise specified as being furnished by the Contracting 21 Agency. 22 23 In the third paragraph, “Project Engineer” is revised to read “Engineer”. 24 25 The following new paragraph is inserted after the third paragraph: 26 27 The Contractor shall keep lanes, on-ramps, and off-ramps, open to traffic at all times 28 except when Work requires closures. Ramps shall not be closed on consecutive 29 interchanges at the same time, unless approved by the Engineer. Lanes and ramps 30 shall be closed for the minimum time required to complete the Work. When paving hot 31 mix asphalt the Contractor may apply water to the pavement to shorten the time 32 required before reopening to traffic. 33 34 Section 2-03, Roadway Excavation and Embankment 35 August 1, 2016

36 2-03.3(7)C Contractor-Provided Disposal Site 37 The second paragraph is revised to read: 38 39 The Contractor shall acquire all permits and approvals required for the use of the 40 disposal sites before any waste is hauled off the project. The Contractor shall submit a 41 Type 1 Working Drawing consisting of copies of the permits and approvals for any 42 disposal sites to be used. The cost of any such permits and approvals shall be included 43 in the Bid prices for other Work. 44 45 The third paragraph is deleted. 46

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1 Section 5-01, Cement Concrete Pavement Rehabilitation 2 August 1, 2016

3 5-01.2 Materials 4 In the first paragraph, the following item is inserted after the item “Joint Sealants”: 5 6 Closed Cell Foam Backer Rod 9-04.2(3)A 7 8 5-01.3(8) Sealing Existing Transverse and Longitudinal Joints 9 This section’s title is revised to read: 10 11 Sealing Existing Longitudinal and Transverse Joint 12 13 The first paragraph is revised to read: 14 15 The Contractor shall clean and seal existing longitudinal and transverse joints where 16 shown in the Plans or as marked by the Engineer. 17 18 The first sentence of the second paragraph is revised to read: 19 20 Old sealant and incompressible material shall be completely removed from the joint to 21 the depth of the new reservoir with a diamond blade saw in accordance with the detail 22 shown in the Standard Plans. 23 24 The fifth paragraph is revised to read: 25 26 Immediately prior to sealing, the cracks shall be blown clean with dry oil-free 27 compressed air. If shown in the Plans, a backer rod shall be placed at the base of the 28 sawn reservoir. The joints shall be completely dry before the sealing installation may 29 begin. Immediately following the air blowing and backer rod placement, if required, the 30 sealant material shall be installed in conformance to manufacturer’s recommendations 31 and in accordance with Section 5-05.3(8)B. 32 33 5-01.3(11) Concrete Slurry and Grinding Residue 34 The last sentence of the first paragraph is revised to read: 35 36 Slurry shall not be allowed to drain into an area open to traffic, off of the paved surface, 37 into any drainage structure, water of the state, or wetlands. 38 39 The following new sentence is inserted at the end of the second paragraph: 40 41 The Contractor shall submit copies of all disposal tickets to the Engineer within 5 42 calendar days. 43 44 5-01.4 Measurement 45 The fourth paragraph is revised to read: 46 47 Sealing existing longitudinal and transverse joint will be measured by the linear foot, 48 measured along the line of the completed joint. 49

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1 5-01.5 Payment 2 The Bid item “Sealing Transverse and Longitudinal Joints”, per linear foot and the paragraph 3 following Bid item are revised to read: 4 5 “Sealing Existing Longitudinal and Transverse Joint”, per linear foot. 6 7 The unit Contract price per linear foot for “Sealing Existing Longitudinal and Transverse 8 Joint”, shall be full payment for all costs to complete the Work as specified, including 9 removing incompressible material, preparing and sealing existing transverse and 10 longitudinal joints where existing transverse and longitudinal joints are cleaned and for 11 all incidentals required to complete the Work as specified. 12 13 Section 5-02, Bituminous Surface Treatment 14 April 4, 2016

15 5-02.3(2) Preparation of Roadway Surface 16 This section is supplemented with the following new subsection: 17 18 5-02.3(2)E Crack Sealing 19 Where shown in the Plans, seal cracks and joints in the pavement in accordance with 20 Section 5-04.3(4)A1 and the following: 21 22 1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. 23 24 2. Cracks greater than 1 inch in width – fill with sand slurry. 25 26 Section 5-04, Hot Mix Asphalt 27 August 1, 2016

28 This section (and all subsections) is revised to read: 29 30 This Section 5-04 is written in a style which, unless otherwise indicated, shall be 31 interpreted as direction to the Contractor. 32 33 5-04.1 Description 34 This Work consists of providing and placing one or more layers of plant-mixed hot mix 35 asphalt (HMA) on a prepared foundation or base, in accordance with these 36 Specifications and the lines, grades, thicknesses, and typical cross-sections shown 37 in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes 38 in accordance with these Specifications. 39 40 HMA shall be composed of asphalt binder and mineral materials as required, and may 41 include reclaimed asphalt pavement (RAP) or reclaimed asphalt shingles (RAS), mixed 42 in the proportions specified to provide a homogeneous, stable, and workable mix. 43 44 5-04.2 Materials 45 Provide materials as specified in these sections: 46 47 Asphalt Binder 9-02.1(4) 48 Cationic Emulsified Asphalt 9-02.1(6) 49 Anti-Stripping Additive 9-02.4

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1 Warm Mix Asphalt Additive 9-02.5 2 Aggregates 9-03.8 3 Reclaimed Asphalt Pavement (RAP) 9-03.8(3)B 4 Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B 5 Mineral Filler 9-03.8(5) 6 Recycled Material 9-03.21 7 Joint Sealants 9-04.2 8 9 Closed Cell Foam Backer Rod 9-04.2(3)A 10 11 5-04.2(1) How to Get an HMA Mix Design on the QPL 12 Comply with each of the following: 13 14 • Develop the mix design in accordance with WSDOT SOP 732. 15 16 • Develop a mix design that complies with Sections 9-03.8(2) and 9-03.8(6). 17 18 • Develop a mix design no more than 6 months prior to submitting it for QPL 19 evaluation. 20 21 • Submit mix designs to the WSDOT State Materials Laboratory in 22 Tumwater, including WSDOT Form 350-042. 23 24 • Include representative samples of the materials that are to be used in the 25 HMA production as part of the mix design submittal. See Section 5- 26 04.2(1)A to determine when to include samples of RAP or RAS. 27 28 • Identify the brand, type, and percentage of anti-stripping additive in the 29 mix design submittal. 30 31 • Include with the mix design submittal a certification from the asphalt binder 32 supplier that the anti-stripping additive is compatible with the crude source 33 and the formulation of asphalt binder proposed for use in the mix design. 34 35 • Do not include warm mix asphalt (WMA) additives when developing a mix 36 design or submitting a mix design for QPL evaluation. The use of warm 37 mix asphalt (WMA) additives is not part of the process for obtaining 38 approval for listing a mix design on the QPL. Refer to Section 5-04.2(2)B. 39 40 The Contracting Agency’s basis for approving, testing, and evaluating HMA mix 41 designs for approval on the QPL is dependent on the contractual basis for 42 acceptance of the HMA mixture, as shown in Table 1. 43 Table 1 Basis for Contracting Agency Evaluation of HMA Mix Designs for Approval on the QPL Contractual Basis Basis for Contracting Contracting Agency for Acceptance of Agency Approval of Materials Testing for HMA Mixture (see Mix Design for Evaluation of the Mix Section 5-04.3(9)) Placement on QPL Design Statistical Evaluation, WSDOT Standard The Contracting Agency or Nonstatistical Practice QC-8 will test the mix design

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Evaluation materials for compliance with Sections 9-03.8(2) and 9-03.8(6). The Contracting Agency may elect to test the mix Review of Form 350-042 design materials, or for compliance with Visual Evaluation evaluate in accordance Sections 9-03.8(2) and with WSDOT Standard 9-03.8(6) Practice QC-8, at its sole discretion. 1 2 If the Contracting Agency approves the mix design, it will be listed on the QPL for 3 12 consecutive months. The Contracting Agency may extend the 12 month listing 4 provided the Contractor submits a certification letter to the Qualified Products 5 Engineer verifying that the aggregate source and job mix formula (JMF) gradation, 6 and asphalt binder crude source and formulation have not changed. The Contractor 7 may submit the certification no sooner than one month prior to expiration of the 8 initial 12 month mix design approval. Within 7 calendar days of receipt of the 9 Contractor’s certification, the Contracting Agency will update the QPL. The 10 maximum duration for approval of a mix design and listing on the QPL will be 24 11 months from the date of initial approval or as approved by the Engineer. 12 13 5-04.2(1)A Mix Designs Containing RAP and/or RAS 14 Mix designs are classified by the RAP and/or RAS content as shown in Table 15 2. 16 Table 2 Mix Design Classification Based on RAP/RAS Content RAP/RAS Classification RAP/RAS Content1 Low RAP/No RAS 0% ≤ RAP% ≤ 20% and RAS% = 0% High RAP/Any RAS 20% < RAP% ≤ Maximum Allowable RAP2 and/or 0% < RAS% ≤ Maximum Allowable RAS2 1Percentages in this table are by total weight of HMA 2See Table 4 to determine the limits on the maximum amount RAP and/or RAS. 17 18 5-04.2(1)A1 Low RAP/No RAS – Mix Design Submittals for Placement 19 on QPL 20 For Low RAP/No RAS mix designs, comply with the following additional 21 requirements: 22 23 1. Develop the mix design without the inclusion of RAP. 24 25 2. The asphalt binder grade shall be the grade indicated in the Bid 26 item name or as otherwise required by the Contract. 27 28 3. Do not submit samples of RAP with these mix designs. 29

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1 4. Testing RAP or RAS stockpiles is not required for obtaining 2 approval for placing these mix designs on the QPL. 3 4 5-04.2(1)A2 High RAP/Any RAS - Mix Design Submittals for 5 Placement on QPL 6 For High RAP/Any RAS mix designs, comply with the following additional 7 requirements: 8 9 1. For mix designs with any RAS, test the RAS stockpile (and RAP 10 stockpile if any RAP is in the mix design) in accordance with 11 Table 3. 12 13 2. For High RAP mix designs with no RAS, test the RAP stockpile in 14 accordance with Table 3. 15 16 3. For mix designs with High RAP/Any RAS, construct a single 17 stockpile for RAP and a single stockpile for RAS and isolate 18 (sequester) these stockpiles from further stockpiling before 19 beginning development of the mix design. Test the RAP and RAS 20 during stockpile construction as required by item 1 and 2 above. 21 Use the test data in developing the mix design, and report the 22 test data to the Contracting Agency on WSDOT Form 350-042 as 23 part of the mix design submittal for approval on the QPL. Account 24 for the reduction in asphalt binder contributed from RAS in 25 accordance with AASHTO PP 78. Do not add to these stockpiles 26 after starting the mix design process. 27 Table 3 Test Frequency of RAP/RAS During RAP/RAS Stockpile Construction For Approving a High RAP/Any RAS Mix Design for Placement on the QPL Test Frequency1 Test for Test Method • 1/1000 tons of RAP (minimum Asphalt Binder FOP for AASHTO T of 10 per mix Content and Sieve 308 design) and Analysis of Fine and • 1/100 tons of and Coarse FOP for WAQTC T RAS (minimum Aggregate 27/T 11 of 10 per mix design) 1“tons”, in this table, refers to tons of the reclaimed material before being incorporated into HMA. 28 29 4. Limit the amount of RAP and/or RAS used in a High RAP/Any 30 RAS mix design by the amount of binder contributed by the RAP 31 and/or RAS, in accordance with Table 4. 32

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Table 4 Maximum Amount of RAP and/or RAS in HMA Mixture Maximum Amount of Binder Contributed from: RAP RAS 40%1 minus contribution of 20%2 binder from RAS 1 Calculated as the weight of asphalt binder contributed from the RAP as a percentage of the total weight of asphalt binder in the mixture. 2 Calculated as the weight of asphalt binder contributed from the RAS as a percentage of the total weight of asphalt binder in the mixture. 1 2 5. Develop the mix design including RAP, RAS, recycling agent, 3 and new binder. 4 5 6. Extract, recover, and test the asphalt residue from the RAP and 6 RAS stockpiles to determine the percent of recycling agent 7 and/or grade of new asphalt binder needed to meet but not 8 exceed the performance grade (PG) of asphalt binder required 9 by the Contract. 10 11 a. Perform the asphalt extraction in accordance with AASHTO 12 T 164 or ASTM D 2172 using reagent grade 13 trichloroethylene. 14 15 b. Perform the asphalt recovery in accordance with AASHTO R 16 59 or ASTM D 1856. 17 18 c. Test the recovered asphalt residue in accordance with 19 AASHTO R 29 to determine the asphalt binder grade in 20 accordance with Section 9-02.1(4). 21 22 d. After determining the recovered asphalt binder grade, 23 determine the percent of recycling agent and/or grade of 24 new asphalt binder in accordance with ASTM D 4887. 25 26 e. Test the final blend of recycling agent, binder recovered from 27 the RAP and RAS, and new asphalt binder in accordance 28 with AASHTO R 29. The final blended binder shall meet but 29 not exceed the performance grade of asphalt binder 30 required by the Contract and comply with the requirements 31 of Section 9-02.1(4). 32 33 7. Include the following test data with the mix design submittal: 34 35 a. All test data from RAP and RAS stockpile construction. 36 37 b. All data from testing the recovered and blended asphalt 38 binder. 39

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1 8. Include representative samples of the following with the mix 2 design submittal: 3 4 a. RAP and RAS. 5 6 b. 100 grams of recovered asphalt residue from the RAP and 7 RAS that are to be used in the HMA production. 8 9 5-04.2(1)B Commercial HMA - Mix Design Submittal for Placement on 10 QPL 11 For HMA used in the Bid item Commercial HMA, in addition to the 12 requirements of 5-04.2(1) identify the following in the submittal: 13 14 1. Commercial HMA 15 16 2. Class of HMA 17 18 3. Performance grade of binder 19 20 4. Equivalent Single Axle Load (ESAL) 21 22 The Contracting Agency may elect to approve Commercial HMA mix designs 23 without evaluation. 24 25 5-04.2(1)C Mix Design Resubmittal for QPL Approval 26 Develop a new mix design and resubmit for approval on the QPL when any of 27 the following changes occur. When these occur, discontinue using the mix 28 design until after it is reapproved on the QPL. 29 30 1. Change in the source of crude petroleum used in the asphalt binder. 31 32 2. Changes in the asphalt binder refining process. 33 34 3. Changes in additives or modifiers in the asphalt binder. 35 36 4. Changes in the anti-strip additive, brand, type or quantity. 37 38 5. Changes to the source of material for aggregate. 39 40 6. Changes to the job mix formula that exceed the amounts as 41 described in item 2 of Section 9-03.8(7), unless otherwise approved 42 by the Engineer. 43 44 7. Changes in the percentage of material from a stockpile, when such 45 changes exceed 5% of the total aggregate weight. 46 47 a. Changes to the percentage of material from a stockpile will be 48 calculated based on the total aggregate weight (not including the 49 weight of RAP) for Low RAP/No RAS mix designs. 50 51 b. For High RAP/Any RAS mix designs, changes in the percentage 52 of material from a stockpile will be based on total aggregate

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1 weight including the weight of RAP (and/or RAS when included in 2 the mixture). 3 4 Prior to making any change in the amount of RAS in an approved mix design, 5 notify the Engineer for determination of whether a new mix design is required, 6 and obtain the Engineer’s approval prior to implementing such changes. 7 8 5-04.2(2) Mix Design – Obtaining Project Approval 9 Use only mix designs listed on the Qualified Products List (QPL). Submit WSDOT 10 Form 350-041 to the Engineer to request approval to use a mix design from the 11 QPL. Changes to the job mix formula (JMF) that have been approved on other 12 contracts may be included. The Engineer may reject a request to use a mix design 13 if production of HMA using that mix design on any contract is not in compliance with 14 Section 5-04.3(11)D, E, F, and G for mixture or compaction. 15 16 5-04.2(2)A Changes to the Job Mix Formula 17 The approved mix design obtained from the QPL will be considered the 18 starting job mix formula (JMF) and shall be used as the initial basis for 19 acceptance of HMA mixture, as detailed in Section 5-04.3(9). 20 21 During production the Contractor may request to adjust the JMF. Any 22 adjustments to the JMF will require approval of the Engineer and shall be 23 made in accordance with item 2 of Section 9-03.8(7). After approval by the 24 Engineer, such adjusted JMF’s shall constitute the basis for acceptance of the 25 HMA mixture. 26 27 5-04.2(2)B Using Warm Mix Asphalt Processes 28 The Contractor may, at the Contractor’s discretion, elect to use warm mix 29 asphalt (WMA) processes for producing HMA. WMA processes include 30 organic additives, chemical additives, and foaming. The use of WMA is subject 31 to the following: 32 33 • Do not use WMA processes in the production of High RAP/Any RAS 34 mixtures. 35 • Before using WMA processes, obtain the Engineer’s approval using 36 WSDOT Form 350-076 to describe the proposed WMA process. 37 38 5-04.3 Construction Requirements 39 5-04.3(1) Weather Limitations 40 Do not place HMA for wearing course on any Traveled Way beginning October 1st 41 through March 31st of the following year, without written concurrence from the 42 Engineer. 43 44 Do not place HMA on any wet surface, or when the average surface temperatures 45 are less than those specified in Table 5, or when weather conditions otherwise 46 prevent the proper handling or finishing of the HMA. 47

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Table 5 Minimum Surface Temperature for Paving Compacted Wearing Course Other Courses Thickness (Feet) Less than 0.10 55°F 45°F 0.10 to 0.20 45°F 35°F More than 0.20 35°F 35°F 1 2 5-04.3(2) Paving Under Traffic 3 These requirements apply when the Roadway being paved is open to traffic. 4 5 In hot weather, the Engineer may require the application of water to the pavement 6 to accelerate the finish rolling of the pavement and to shorten the time required 7 before reopening to traffic. 8 9 During paving operations, maintain temporary pavement markings throughout the 10 project. Install temporary pavement markings on the Roadway prior to opening to 11 traffic. Temporary pavement markings shall comply with Section 8-23. 12 13 5-04.3(3) Equipment 14 5-04.3(3)A Mixing Plant 15 Equip mixing plants as follows. 16 17 1. Use tanks for storage and preparation of asphalt binder which: 18 19 • Heat the contents by means that do not allow flame to contact 20 the contents or the tank, such as by steam or electricity. 21 22 • Heat and hold contents at the required temperatures. 23 24 • Continuously circulate contents to provide uniform temperature 25 and consistency during the operating period. 26 27 • Provide an asphalt binder sampling valve, in either the storage 28 tank or the supply line to the mixer. 29 30 2. Provide thermometric equipment: 31 32 • In the asphalt binder feed line near the charging valve at the 33 mixer unit, capable of detecting temperature ranges expected in 34 the HMA and in a location convenient and safe for access by 35 Inspectors. 36 37 • At the discharge chute of the drier to automatically register or 38 indicate the temperature of the heated aggregates, and situated 39 in full view of the plant operator. 40 41 3. When heating asphalt binder: 42 43 • Do not exceed the maximum temperature of the asphalt binder 44 recommended by the asphalt binder supplier. 45

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1 • Avoid local variations in heating. 2 3 • Provide a continuous supply of asphalt binder to the mixer at a 4 uniform average temperature with no individual variations 5 exceeding 25°F. 6 7 4. Provide a mechanical sampler for sampling mineral materials 8 that: 9 10 • Meets the crushing or screening requirements of Section 1-05.6. 11 12 5. Provide HMA sampling equipment that complies with WSDOT 13 SOP T-168. 14 15 • Use a mechanical sampling device installed between the 16 discharge of the silo and the truck transport, approved by the 17 Engineer, or 18 19 • Platforms or devices to enable sampling from the truck transport 20 without entering the truck transport for sampling HMA. 21 22 6. Provide for setup and operation of the Contracting Agency’s 23 field testing: 24 25 • As required in Section 3-01.2(2). 26 27 7. Provide screens or a lump breaker: 28 29 • When using any RAP or any RAS, to eliminate oversize RAP or 30 RAS particles from entering the pug mill or drum mixer. 31 32 5-04.3(3)B Hauling Equipment 33 Provide HMA hauling equipment with tight, clean, smooth metal beds and a 34 cover of canvas or other suitable material of sufficient size to protect the HMA 35 from adverse weather. Securely attach the cover to protect the HMA whenever 36 the weather conditions during the work shift include, or are forecast to include, 37 precipitation or an air temperature less than 45°F. 38 39 Prevent HMA from adhering to the hauling equipment. Spray metal beds with 40 an environmentally benign release agent. Drain excess release agent prior to 41 filling hauling equipment with HMA. Do not use petroleum derivatives or other 42 coating material that contaminate or alter the characteristics of the HMA. For 43 hopper trucks, operate the conveyer during the process of applying the release 44 agent. 45 46 5-04.3(3)C Pavers 47 Use self-contained, power-propelled pavers provided with an internally heated 48 vibratory screed that is capable of spreading and finishing courses of HMA in 49 lane widths required by the paving section shown in the Plans. 50 51 When requested by the Engineer, provide written certification that the paver is 52 equipped with the most current equipment available from the manufacturer for

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1 the prevention of segregation of the coarse aggregate particles. The 2 certification shall list the make, model, and year of the paver and any 3 equipment that has been retrofitted to the paver. 4 5 Operate the screed in accordance with the manufacturer’s recommendations 6 and in a manner to produce a finished surface of the required evenness and 7 texture without tearing, shoving, segregating, or gouging the mixture. Provide 8 a copy of the manufacturer’s recommendations upon request by the 9 Contracting Agency. Extensions to the screed will be allowed provided they 10 produce the same results, including ride, density, and surface texture as 11 obtained by the primary screed. In the Travelled Way do not use extensions 12 without both augers and an internally heated vibratory screed. 13 14 Equip the paver with automatic screed controls and sensors for either or both 15 sides of the paver. The controls shall be capable of sensing grade from an 16 outside reference line, sensing the transverse slope of the screed, and 17 providing automatic signals that operate the screed to maintain the desired 18 grade and transverse slope. Construct the sensor so it will operate from a 19 reference line or a mat referencing device. The transverse slope controller 20 shall be capable of maintaining the screed at the desired slope within plus or 21 minus 0.1 percent. 22 23 Equip the paver with automatic feeder controls, properly adjusted to maintain a 24 uniform depth of material ahead of the screed. 25 26 Manual operation of the screed is permitted in the construction of irregularly 27 shaped and minor areas. These areas include, but are not limited to, gore 28 areas, road approaches, tapers and left-turn channelizations. 29 30 When specified in the Contract, provide reference lines for vertical control. 31 Place reference lines on both outer edges of the Traveled Way of each 32 Roadway. Horizontal control utilizing the reference line is permitted. 33 Automatically control the grade and slope of intermediate lanes by means of 34 reference lines or a mat referencing device and a slope control device. When 35 the finish of the grade prepared for paving is superior to the established 36 tolerances and when, in the opinion of the Engineer, further improvement to 37 the line, grade, cross-section, and smoothness can best be achieved without 38 the use of the reference line, a mat referencing device may be substituted for 39 the reference line. Substitution of the device will be subject to the continued 40 approval of the Engineer. A joint matcher may be used subject to the approval 41 of the Engineer. The reference line may be removed after completion of the 42 first course of HMA when approved by the Engineer. Whenever the Engineer 43 determines that any of these methods are failing to provide the necessary 44 vertical control, the reference lines will be reinstalled by the Contractor. 45 46 Furnish and install all pins, brackets, tensioning devices, wire, and accessories 47 necessary for satisfactory operation of the automatic control equipment. 48 49 If the paving machine in use is not providing the required finish, the Engineer 50 may suspend Work as allowed by Section 1-08.6.

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1 2 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle 3 Use a material transfer device (MTD) or material transfer vehicle (MTV) to 4 deliver the HMA from the hauling equipment to the paving machine for any lift 5 in (or partially in) the top 0.30 feet of the pavement section used in traffic lanes. 6 However, an MTD/V is not required for HMA placed in irregularly shaped and 7 minor areas such as tapers and turn lanes, or for HMA mixture that is accepted 8 by Visual Evaluation. At the Contractor’s request the Engineer may approve 9 paving without an MTD/V; the Engineer will determine if an equitable 10 adjustment in cost or time is due. If a windrow elevator is used, the Engineer 11 may limit the length of the windrow in urban areas or through intersections. 12 13 To be approved for use, an MTV: 14 15 1. Shall be a self-propelled vehicle, separate from the hauling vehicle or 16 paver. 17 18 2. Shall not connected to the hauling vehicle or paver. 19 20 3. May accept HMA directly from the haul vehicle or pick up HMA from a 21 windrow. 22 23 4. Shall mix the HMA after delivery by the hauling equipment and prior to 24 placement into the paving machine. 25 26 5. Shall mix the HMA sufficiently to obtain a uniform temperature 27 throughout the mixture. 28 29 To be approved for use, an MTD: 30 31 1. Shall be positively connected to the paver. 32 33 2. May accept HMA directly from the haul vehicle or pick up HMA from a 34 windrow. 35 36 3. Shall mix the HMA after delivery by the hauling equipment and prior to 37 placement into the paving machine. 38 39 4. Shall mix the HMA sufficiently to obtain a uniform temperature 40 throughout the mixture. 41 42 5-04.3(3)E Rollers 43 Operate rollers in accordance with the manufacturer’s recommendations. 44 When requested by the Engineer, provide a Type 1 Working Drawing of the 45 manufacturer’s recommendation for the use of any roller planned for use on 46 the project. Do not use rollers that crush aggregate, produce pickup or 47 washboard, unevenly compact the surface, displace the mix, or produce other 48 undesirable results. 49 50 5-04.3(4) Preparation of Existing Paved Surfaces 51 Before constructing HMA on an existing paved surface, the entire surface of the 52 pavement shall be clean. Entirely remove all fatty asphalt patches, grease

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1 drippings, and other deleterious substances from the existing pavement to the 2 satisfaction of the Engineer. Thoroughly clean all pavements or bituminous 3 surfaces of dust, soil, pavement grindings, and other foreign matter. Thoroughly 4 remove any cleaning or solvent type liquids used to clean equipment spilled on the 5 pavement before paving proceeds. Fill all holes and small depressions with an 6 appropriate class of HMA. Level and thoroughly compact the surface of the patched 7 area. 8 9 Apply a uniform coat of asphalt (tack coat) to all paved surfaces on which any 10 course of HMA is to be placed or abutted. Apply tack coat to cover the cleaned 11 existing pavement with a thin film of residual asphalt free of streaks and bare spots. 12 Apply a heavy application of tack coat to all joints. For Roadways open to traffic, 13 limit the application of tack coat to surfaces that will be paved during the same 14 working shift. Equip the spreading equipment with a thermometer to indicate the 15 temperature of the tack coat material. 16 17 Do not operate equipment on tacked surfaces until the tack has broken and cured. 18 Repair tack coat damaged by the Contractor’s operation, prior to placement of the 19 HMA. 20 21 Unless otherwise approved by the Engineer, use CSS-1, CSS-1h,STE-1, or 22 Performance Graded (PG) asphalt for tack coat. The CSS-1 and CSS-1h emulsified 23 asphalt may be diluted with water at a rate not to exceed one part water to one part 24 emulsified asphalt. Do not allow the tack coat material to exceed the maximum 25 temperature recommended by the asphalt supplier. 26 27 When shown in the Plans, prelevel uneven or broken surfaces over which HMA is 28 to be placed by using an asphalt paver, a motor patrol grader, or by hand raking, as 29 approved by the Engineer. 30 31 5-04.3(4)A Crack Sealing 32 5-04.3(4)A1 General 33 When the Proposal includes a pay item for crack sealing, seal all cracks ¼ 34 inch in width and greater. 35 36 Cleaning: Ensure that cracks are thoroughly clean, dry and free of all 37 loose and foreign material when filling with crack sealant material. Use a 38 hot compressed air lance to dry and warm the pavement surfaces within 39 the crack immediately prior to filling a crack with the sealant material. Do 40 not overheat pavement. Do not use direct flame dryers. Routing cracks is 41 not required. 42 43 Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly 44 mix the components and pour the mixture into the cracks until full. Add 45 additional CSS-1 emulsified asphalt to the sand slurry as needed for 46 workability to ensure the mixture will completely fill the crack. Strike off 47 the sand slurry flush with the existing pavement surface and allow the 48 mixture to cure. Top off cracks that were not completely filled with 49 additional sand slurry. Do not place the HMA overlay until the slurry has 50 fully cured. 51

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1 Hot Poured Sealant: For cracks that are to be filled with hot poured 2 sealant, apply the material in accordance with these requirements and the 3 manufacturer's recommendations. Furnish a Type 1 Working Drawing of 4 the manufacturer's recommendations to the Engineer prior to the start of 5 work, including the manufacturer’s recommended heating time and 6 temperatures, allowable storage time and temperatures after initial 7 heating, allowable reheating criteria, and application temperature range. 8 Confine hot poured sealant material within the crack. Clean any overflow 9 of sealant from the pavement surface. If, in the opinion of the Engineer, 10 the Contractor’s method of sealing the cracks with hot poured sealant 11 results in an excessive amount of material on the pavement surface, stop 12 and correct the operation to eliminate the excess material. 13 14 5-04.3(4)A2 Crack Sealing Areas Prior to Paving 15 In areas where HMA will be placed, use sand slurry to fill the cracks. 16 17 5-04.3(4)A3 Crack Sealing Areas Not to be Paved 18 In areas where HMA will not be placed, fill the cracks as follows: 19 20 1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. 21 22 2. Cracks greater than 1 inch in width – fill with sand slurry. 23 24 5-04.3(4)B Soil Residual Herbicide 25 Where shown in the Plans, apply one application of an approved soil residual 26 herbicide. Comply with Section 8-02.3(3)B. Complete paving within 48 hours of 27 applying the herbicide. 28 29 Use herbicide registered with the Washington State Department of Agriculture 30 for use under pavement. Before use, obtain the Engineer’s approval of the 31 herbicide and the proposed rate of application. Include the following 32 information in the request for approval of the material: 33 34 1. Brand Name of the Material, 35 36 2. Manufacturer, 37 38 3. Environmental Protection Agency (EPA) Registration Number, 39 40 4. Material Safety Data Sheet, and 41 42 5. Proposed Rate of Application. 43 44 5-04.3(4)C Pavement Repair 45 Excavate pavement repair areas and backfill these with HMA in accordance 46 with the details shown in the Plans and as staked. Conduct the excavation 47 operations in a manner that will protect the pavement that is to remain. Repair 48 pavement not designated to be removed that is damaged as a result of the 49 Contractor’s operations to the satisfaction of the Engineer at no cost to the 50 Contracting Agency. Excavate only within one lane at a time unless approved 51 otherwise by the Engineer. Do not excavate more area than can be completely 52 backfilled and compacted during the same shift.

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1 2 Unless otherwise shown in the Plans or determined by the Engineer, excavate 3 to a depth of 1.0 feet. The Engineer will make the final determination of the 4 excavation depth required. 5 6 The minimum width of any pavement repair area shall be 40 inches unless 7 shown otherwise in the Plans. Before any excavation, sawcut the perimeter of 8 the pavement area to be removed unless the pavement in the pavement repair 9 area is to be removed by a pavement grinder. 10 11 Excavated materials shall be the property of the Contractor and shall be 12 disposed of in a Contractor-provided site off the Right of Way or used in 13 accordance with Sections 2-02.3(3) or 9-03.21. 14 15 Apply a heavy application of tack coat to all surfaces of existing pavement in 16 the pavement repair area, in accordance with Section 5-04.3(4). 17 18 Place the HMA backfill in lifts not to exceed 0.35-foot compacted depth. 19 Thoroughly compact each lift by a mechanical tamper or a roller. 20 21 5-04.3(5) Producing/Stockpiling Aggregates, RAP, & RAS 22 Produce aggregate in compliance with Section 3-01. Comply with Section 3-02 23 for preparing stockpile sites, stockpiling, and removing from stockpile each of 24 the following: aggregates, RAP, and RAS. Provide sufficient storage space for 25 each size of aggregate, RAP and RAS. Fine aggregate or RAP may be 26 uniformly blended with the RAS as a method of preventing the agglomeration 27 of RAS particles. Remove the aggregates, RAP and RAS from stockpile(s) in a 28 manner that ensures minimal segregation when being moved to the HMA plant 29 for processing into the final mixture. Keep different aggregate sizes separated 30 until they have been delivered to the HMA plant. 31 32 5-04.3(5)A Stockpiling RAP or RAS for High RAP/Any RAS Mixes 33 Do not place any RAP or RAS into a stockpile which has been 34 sequestered for a High RAP/Any RAS mix design. Do not incorporate any 35 RAP or RAS into a High RAP/Any RAS mixture from any source other 36 than the stockpile which was sequestered for approval of that particular 37 High RAP/Any RAS mix design. 38 39 RAP that is used in a Low RAP/No RAS mix is not required to come from 40 a sequestered stockpile. 41 42 5-04.3(6) Mixing 43 The asphalt supplier shall introduce anti-stripping additive, in the amount 44 designated on the QPL for the mix design, into the asphalt binder prior to 45 shipment to the asphalt mixing plant. 46 47 Anti-strip is not required for temporary work that will be removed prior to 48 Physical Completion. 49 50 Use asphalt binder of the grade, and from the supplier, in the approved mix 51 design. 52

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1 Prior to introducing reclaimed materials into the asphalt plant, remove wire, 2 nails, and other foreign material. Discontinue use of the reclaimed material if 3 the Engineer, in their sole discretion, determines the wire, nails, or other 4 foreign material to be excessive. 5 6 Size RAP and RAS prior to entering the mixer to provide uniform and 7 thoroughly mixed HMA. If there is evidence of the RAP or RAS not breaking 8 down during the heating and mixing of the HMA, immediately suspend the use 9 of the RAP or RAS until changes have been approved by the Engineer. 10 11 After the required amount of mineral materials, RAP, RAS, new asphalt binder 12 and recycling agent have been introduced into the mixer, mix the HMA until 13 complete and uniform coating of the particles and thorough distribution of the 14 asphalt binder throughout the mineral materials, RAP and RAS is ensured. 15 16 Upon discharge from the mixer, ensure that the temperature of the HMA does 17 not exceed the optimum mixing temperature shown on the approved Mix 18 Design Report by more than 25°F, or as approved by the Engineer. When a 19 WMA additive is included in the manufacture of HMA, do not heat the WMA 20 additive (at any stage of production including in binder storage tanks) to a 21 temperature higher than the maximum recommended by the manufacturer of 22 the WMA additive. 23 24 A maximum water content of 2 percent in the mix, at discharge, will be allowed 25 providing the water causes no problems with handling, stripping, or flushing. If 26 the water in the HMA causes any of these problems, reduce the moisture 27 content. 28 29 During the daily operation, HMA may be temporarily held in approved storage 30 facilities. Do not incorporate HMA into the Work that has been held for more 31 than 24 hours after mixing. Provide an easily readable, low bin-level indicator 32 on the storage facility that indicates the amount of material in storage. Waste 33 the HMA in storage when the top level of HMA drops below the top of the cone 34 of the storage facility, except as the storage facility is being emptied at the end 35 of the working shift. Dispose of rejected or waste HMA at no expense to the 36 Contracting Agency. 37 38 5-04.3(7) Spreading and Finishing 39 Do not exceed the maximum nominal compacted depth of any layer in any 40 course, as shown in Table 6, unless approved by the Engineer: 41 Table 6 Maximum Nominal Compacted Depth of Any Layer Other than Wearing HMA Class Wearing Course Course 1 inch 0.35 feet 0.35 feet ¾ and ½ inch 0.30 feet 0.35 feet 3 ⁄8 inch 0.15 feet 0.15 feet 42 43 Use HMA pavers complying with Section 5-04.3(3) to distribute the mix. On 44 areas where irregularities or unavoidable obstacles make the use of

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1 mechanical spreading and finishing equipment impractical, the paving may be 2 done with other equipment or by hand. 3 4 When more than one JMF is being utilized to produce HMA, place the material 5 produced for each JMF with separate spreading and compacting equipment. 6 Do not intermingle HMA produced from more than one JMF. Each strip of HMA 7 placed during a work shift shall conform to a single JMF established for the 8 class of HMA specified unless there is a need to make an adjustment in the 9 JMF. 10 11 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA 12 Sample aggregate for meeting the requirements of Section 3-04 prior to being 13 incorporated into HMA. (The acceptance data generated for the Section 3-04 14 acceptance analysis will not be commingled with the acceptance data 15 generated for the Section 5-04.3(9) acceptance analysis.) Aggregate 16 acceptance samples shall be taken as described in Section 3-04. Aggregate 17 acceptance testing will be performed by the Contracting Agency. Aggregate 18 contributed from RAP and/or RAS will not be evaluated under Section 3-04. 19 20 For aggregate that will be used in HMA mixture which will be accepted by 21 either Statistical or Nonstatistical Evaluation, the Contracting Agency’s 22 acceptance of the aggregate will be based on: 23 24 1. Samples taken prior to mixing with asphalt binder, RAP, or RAS; 25 26 2. Testing for the materials properties of fracture, uncompacted void 27 content, and sand equivalent; 28 29 3. Evaluation by the Contracting Agency in accordance with Section 3- 30 04, including price adjustments as described therein. 31 32 For aggregate that will be used in HMA which will be accepted by Visual 33 Evaluation, evaluation in accordance with items 1, 2, and 3 above is at the 34 discretion of the Engineer. 35 36 5-04.3(9) HMA Mixture Acceptance 37 The Contracting Agency will evaluate HMA mixture for acceptance by one of 38 three methods as determined from the criteria in Table 7. 39 Table 7 Basis of Acceptance for HMA Mixture Nonstatistical Statistical Visual Evaluation Evaluation Evaluation  Commercial HMA  All HMA  All HMA placed at any mixture of mixture other Criteria location the same than that for  Any HMA placed in: class and accepted by Selecting sidewalks PG binder Visual or the o road approaches grade with a Nonstatistical Evaluation o ditches Proposal Evaluation Method o o slopes quantity o paths less than

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o trails 4,000 tons. o gores (Exclude o prelevel the tonnage o temporary of HMA pavement1 mixture o pavement repair accepted by  Other nonstructural Visual applications of HMA Evaluation.) as approved by the Engineer 1 Temporary pavement is HMA that will be removed before Physical Completion of the Contract. 1 2 5-04.3(9)A Test Sections 3 This Section applies to HMA mixture accepted by Statistical Evaluation 4 and mixture accepted by Nonstatistical Evaluation. A test section is not 5 allowed for HMA accepted by Visual Evaluation. 6 7 The purpose of a test section is to determine whether or not the 8 Contractor’s mix design and production processes will produce HMA 9 meeting the Contract requirements related to mixture. Construct HMA 10 mixture test sections at the beginning of paving, using at least 600 tons 11 and a maximum of 1,000 tons or as specified by the Engineer. Each test 12 section shall be constructed in one continuous operation. 13 14 5-04.3(9)A1 Test Section – When Required, When to Stop 15 Use Tables 8 and 9 to determine when a test section is required, 16 optional, or not allowed, and to determine when performing test 17 sections may end. Each mix design will be evaluated independently 18 for the test section requirements. If more than one test section is 19 required, each test section shall be evaluated separately by the 20 criteria in table 8 and 9. 21 Table 8 Criteria for Conducting and Evaluating HMA Mix Texture Sections (For HMA Mixture Accepted by Statistical or Nonstatistical Evaluation) High RAP/Any RAS Low RAP/No RAS Is Mixture Test At Contractor’s Section Optional or Mandatory1 Option3 Mandatory? Waiting period after paving the test 4 calendar days2 4 calendar days2 section.

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Meet “Results Provide samples Required to Stop and respond to What Must Happen Performing Test WSDOT test to Stop Performing Sections” in Table 9 results required by Test Sections? for High RAP/Any Table 9 for Low RAS. RAP/No RAS.

1If a mix design has produced an acceptable test section on a previous contract (paved in the same calendar year, from the same plant, using the same JMF) the test section may be waived if approved by the Engineer. 2This is to provide time needed by the Contracting Agency to complete testing and the Contractor to adjust the mixture in response to those test results. Paving may resume when this is done. 3For HMA with Low RAP/No RAS, which is accepted by Nonstatistical Evaluation, a test section is not allowed. 1 Table 9 Results Required to Stop Performing HMA Mixture Test Sections1 (For HMA Mixture Accepted by Statistical or Nonstatistical Evaluation) Type of HMA Test Property High RAP/Any RAS Low RAP/No RAS Minimum PFi of 0.95 based on the criteria Gradation None4 in Section 5- 04.3(9)B42 Minimum PFi of 0.95 based on the criteria Asphalt Binder None4 in Section 5- 04.3(9)B42 Minimum PFi of 0.95 based on the criteria V None4 a in Section 5- 04.3(9)B42 Hamburg Wheel These tests will not Track Meet requirements of be done as part of Indirect Tensile Section 9-03.8(2).3 Test Section. Strength Aggregates Nonstatistical Sand Equivalent Evaluation in Uncompacted Void accordance with the None3 Content requirements of Fracture Section 3-043

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1In addition to the requirements of this table, acceptance of the HMA mixture used in each test section is subject to the acceptance criteria and price adjustments for Statistical Evaluation or Non-statistical Evaluation (see Table 7 and Table 9a). 2Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot, and test each sample for the property in the first column. 3Take one sample for each test section lot. Test the sample for the properties in the first column. 4Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot, and test each sample for the property in the first column. There are no criteria for discontinuing test sections for these mixes; however, the contractor must comply with Section 5-04.3(11)F before resuming paving. 1 2 5-04.3(9)A2 Test Section – Evaluating the HMA Mixture in a Test 3 Section 4 The Engineer will evaluate the HMA mixture in each test section for 5 rejection, acceptance, and price adjustments based on the criteria in 6 Table 9a using the data generated from the testing required by Table 7 9. Each test section shall be considered a separate lot. 8 Table 9a Acceptance Criteria for HMA Mixture Placed in a Test Section (For HMA Mixture Accepted by Statistical or Nonstatistical Evaluation) Type of HMA Test Property High RAP/Any RAS Low RAP/No RAS Statistical or Statistical or Gradation Nonstatistical Nonstatistical Asphalt Binder Evaluation - Evaluation - Va determined by the determined by the criteria in Table 7 criteria in Table 7 Hamburg Wheel Pass/Fail for the Track requirements of N/A Indirect Tensile Section 9-03.8(2)1 Strength Nonstatistical Nonstatistical HMA Aggregate Evaluation in Evaluation in Sand Equivalent accordance with the accordance with Uncompacted Void requirements of the requirements of Content Section 3-04 Section 3-04 1Failure to meet the specifications for Hamburg and/or IDT will cause the mixture in the test section to be rejected. Refer to Section 5-04.3(11). 9

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1 5-04.3(9)B Mixture Acceptance – Statistical Evaluation 2 5-04.3(9)B1 Mixture Statistical Evaluation – Lots and Sublots 3 HMA mixture which is accepted by Statistical Evaluation will be 4 evaluated by the Contracting Agency dividing that HMA tonnage into 5 mixture lots, and each mixture lot will be evaluated using stratified 6 random sampling by the Contracting Agency sub-dividing each 7 mixture lot into mixture sublots. All mixture in a mixture lot shall be of 8 the same mix design. The mixture sublots will be numbered in the 9 order in which the mixture (of a particular mix design) is paved. 10 11 Each mixture lot comprises a maximum of 15 mixture sublots, except: 12 13 • The final mixture lot of each mix design on the Contract will 14 comprise a maximum of 25 sublots. 15 • A mixture lot for a test section will consist of three sublots. 16 17 Each mixture sublot shall be approximately uniform in size with the 18 maximum mixture sublot size as specified in Table 10. The quantity of 19 material represented by the final mixture sublot of the project, for 20 each mix design on the project, may be increased to a maximum of 21 two times the mixture sublot quantity calculated. Should a lot 22 accepted by statistical evaluation contain fewer than three sublots, 23 the HMA will be accepted in accordance with nonstatistical 24 evaluation. 25 Table 10 Maximum HMA Mixture Sublot Size For HMA Accepted by Statistical Evaluation HMA Original Plan Quantity Maximum Sublot Size (tons)2 (tons)1 < 20,000 1,000 20,000 to 30,000 1,500 >30,000 2,000 1 “Plan quantity” means the plan quantity of all HMA of the same class and binder grade which is accepted by Statistical Evaluation. 2 The maximum sublot size for each combination of HMA class and binder grade shall be calculated separately. 26 27 • For a mixture lot in progress with a mixture CPF less than 28 0.75, a new mixture lot will begin at the Contractor’s request 29 after the Engineer is satisfied that material conforming to the 30 Specifications can be produced. See also Section 5- 31 04.3(11)F. 32 33 • If, before completing a mixture lot, the Contractor requests a 34 change to the JMF which is approved by the Engineer, the 35 mixture produced in that lot after the approved change will 36 be evaluated on the basis of the changed JMF, and the 37 mixture produced in that lot before the approved change will 38 be evaluated on the basis of the unchanged JMF; however, 39 the mixture before and after the change will be evaluated in

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1 the same lot. Acceptance of subsequent mixture lots will be 2 evaluated on the basis of the changed JMF. 3 4 5-04.3(9)B2 Mixture Statistical Evaluation – Sampling 5 Comply with Section 1-06.2(1). 6 7 Samples of HMA mixture which is accepted by Statistical Evaluation 8 will be randomly selected from within each sublot, with one sample 9 per sublot. The Engineer will determine the random sample location 10 using WSDOT Test Method T 716. The Contractor shall obtain the 11 sample when ordered by the Engineer. The Contractor shall sample 12 the HMA mixture in the presence of the Engineer and in accordance 13 with FOP for WAQTC T 168. 14 15 5-04.3(9)B3 Mixture Statistical Evaluation – Acceptance Testing 16 Comply with Section 1-06.2(1). 17 18 The Contracting Agency will test the mixture sample from each sublot 19 (including sublots in a test section) for the properties shown in Table 20 11. 21 Table 11 Testing Required for each HMA Mixture Sublot Test Procedure Performed by Va WSDOT SOP Engineer 731 Asphalt Binder Content FOP for Engineer AASHTO T 308 Gradation: Percent Passing FOP for Engineer 1½″, 1″, ¾″, ½″, ⅜″, No. 4, WAQTC No. 8, No. 200 T 27/T 11 22 23 The mixture samples and tests taken for the purpose of determining 24 acceptance of the test section (as described in Section 5-04.3(9)A) 25 shall also be used as the test results for acceptance of the mixture 26 described in 5-04.3(9)B3, 5-04.3(9)B4, 5-04.3(9)B5, and 5-04.3(9)B6. 27 28 5-04.3(9)B4 Mixture Statistical Evaluation – Pay Factors 29 Comply with Section 1-06.2(2). 30 31 The Contracting Agency will determine a pay factor (PFi) for each of 32 the properties in Table 11, for each mixture lot, using the quality level 33 analysis in Section 1-06.2(2)D. For Gradation, a pay factor will be 34 calculated for each of the sieve sizes listed in Table 11 which is equal 35 to or smaller than the maximum allowable aggregate size (100 36 percent passing sieve) of the HMA mixture. The USL and LSL shall be 37 calculated using the Job Mix Formula Tolerances (for Statistical 38 Evaluation) in Section 9-03.8(7). 39 40 If a constituent is not measured in accordance with these 41 Specifications, its individual pay factor will be considered 1.00 in 42 calculating the Composite Pay Factor (CPF).

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1 2 5-04.3(9)B5 Mixture Statistical Evaluation – Composite Pay 3 Factors (CPF) 4 Comply with Section 1-06.2(2). 5 6 In accordance with Section 1-06.2(2)D4, the Contracting Agency will 7 determine a Composite Pay Factor (CPF) for each mixture lot from 8 the pay factors calculated in Section 5-04.3(9)B4, using the price 9 adjustment factors in Table 12. Unless otherwise specified, the 10 maximum CPF for HMA mixture shall be 1.05. 11 Table 12 HMA Mixture Price Adjustment Factors Constituent Factor “f” All aggregate passing: 1½″, 1″, ¾″, ½″, 2 ⅜″ and No.4 sieves All aggregate passing No. 8 sieve 15 All aggregate passing No. 200 sieve 20 Asphalt binder 40 Air Voids (Va) 20 12 13 5-04.3(9)B6 Mixture Statistical Evaluation – Price Adjustments 14 For each HMA mixture lot, a Job Mix Compliance Price Adjustment 15 will be determined and applied, as follows: 16 17 JMCPA = [0.60 x (CPF – 1.00)] x Q x UP 18 19 Where 20 21 JMCPA = Job Mix Compliance Price Adjustment for a given lot of 22 mixture ($) 23 CPF = Composite Pay factor for a given lot of mixture 24 (maximum is 1.05) 25 Q = Quantity in a given lot of mixture (tons) 26 UP = Unit price of the HMA in a given lot of mixture ($/ton) 27 28 5-04.3(9)B7 Mixture Statistical Evaluation – Retests 29 The Contractor may request that a mixture sublot be retested. To 30 request a retest, submit a written request to the Contracting Agency 31 within 7 calendar days after the specific test results have been posted 32 to the website or emailed to the Contractor, whichever occurs first. 33 The Contracting Agency will send a split of the original acceptance 34 sample for testing by the Contracting Agency to either the Region 35 Materials Laboratory or the State Materials Laboratory as determined 36 by the Engineer. The Contracting Agency will not test the split of the 37 sample with the same equipment or by the same tester that ran the 38 original acceptance test. The sample will be tested for a complete 39 gradation analysis, asphalt binder content, and Va, and the results of 40 the retest will be used for the acceptance of the HMA mixture in place 41 of the original mixture sublot sample test results. The cost of testing 42 will be deducted from any monies due or that may come due the 43 Contractor under the Contract at the rate of $250 per sample.

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1 2 5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation 3 5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots, Sublots, 4 Sampling, Test Section, Testing, Retests 5 For HMA mixture accepted by Nonstatistical Evaluation, comply with 6 the requirements in Table 13: 7 Table 13 Nonstatistical Evaluation Lots, Sublots, Sampling, Test Section, Testing, Retests Comply with the Comply with the Specifications Below Requirements of the Section for:

Lots and Sublots Section 5-04.3(9)B1 Statistical Evaluation Sampling Section 5-04.3(9)B2 Statistical Evaluation Acceptance Tests Section 5-04.3(9)B3 Statistical Evaluation Retests Section 5-04.3(9)B7 Statistical Evaluation 8 9 5-04.3(9)C2 Mixture Nonstatistical Evaluation - Acceptance 10 Each mixture lot of HMA produced under Nonstatistical Evaluation, for 11 which all sublot acceptance test results (required by Table 13) fall 12 within the Job Mix Formula Tolerances for Nonstatistical Evaluation in 13 Section 9-03.8(7), will be accepted at the unit Contract price with no 14 further evaluation. 15 16 5-04.3(9)C3 Mixture Nonstatistical Evaluation – Out of Tolerance 17 Procedures 18 Each mixture lot of HMA produced under Nonstatistical Evaluation, for 19 which any sublot acceptance test result (required by Table 13) falls 20 outside of the Job Mix Formula Tolerances for Nonstatistical 21 Evaluation in Section 9-03.8(7), shall be evaluated in accordance with 22 Section 1-06.2 and Table 14 to determine a Job Mix Compliance Price 23 Adjustment. 24 Table 14 Nonstatistical Evaluation – Out of Tolerance Procedures Comply with the Following1 Pay Factors2 Section 5-04.3(9)B4 Composite Pay Factors3 Section 5-04.3(9)B5 Price Adjustments Section 5-04.3(9)B6 1When less than three mixture sublots exist, backup samples of the existing mixture sublots shall be tested to provide a minimum of three sets of results for evaluation. If enough backup samples are not available, the Contracting Agency will select core sample locations from the Roadway in accordance with WSDOT Test Method T 716, take cores from the roadway in accordance with WSDOT SOP 734, and test the cores in accordance with WSDOT SOP 737. 2The Nonstatistical Evaluation tolerance limits in Section 9-03.8(7) will be used in the calculation of the PFi.

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3The maximum CPF shall be 1.00. 1 2 5-04.3(9)D Mixture Acceptance – Visual Evaluation 3 Visual Evaluation of HMA mixture will be by visual inspection by the 4 Engineer or, in the sole discretion of the Engineer, the Engineer may 5 sample and test the mixture. 6 7 5-04.3(9)D1 Mixture Visual Evaluation – Lots, Sampling, Testing, 8 Price Adjustments 9 HMA mixture accepted by Visual Evaluation will not be broken into 10 lots unless the Engineer determines that testing is required. When 11 that occurs, the Engineer will identify the limits of the questionable 12 HMA mixture, and that questionable HMA mixture shall constitute a 13 lot. Then, the Contractor will take samples from the truck, or the 14 Engineer will take core samples from the roadway at a minimum of 15 three random locations from within the lot, selected in accordance 16 with WSDOT Test Method T 716, taken from the roadway in 17 accordance with WSDOT SOP 734, and tested in accordance with 18 WSDOT SOP 737. The Engineer will test one of the samples for all 19 constituents in Section 5-04.3(9)B3. If all constituents from that test 20 fall within the Job Mix Formula Tolerances (for Visual Evaluation) in 21 Section 9-03.8(7), the lot will be accepted at the unit Contract price 22 with no further evaluation. 23 24 When one or more constituents fall outside those tolerance limits, the 25 other samples will be tested for all constituents in Section 5- 26 04.3(9)B3, and a Job Mix Compliance Price Adjustment will be 27 calculated in accordance with Table 15. 28 Table 15 Visual Evaluation – Out of Tolerance Procedures Comply with the Following Pay Factors1 Section 5-04.3(9)B4 Composite Pay Factors2 Section 5-04.3(9)B5 Price Adjustments Section 5-04.3(9)B6 1The Visual Evaluation tolerance limits in Section 9-03.8(7) will be used in the calculation of the PFi. 2The maximum CPF shall be 1.00. 29 30 5-04.3(9)E Mixture Acceptance – Notification of Acceptance Test 31 Results 32 The results of all mixture acceptance testing and the Composite Pay 33 Factor (CPF) of the lot after three sublots have been tested will be 34 available to the Contractor through The Contracting Agency’s website. 35 36 The Contracting Agency will endeavor to provide written notification (via 37 email to the Contractor’s designee) of acceptance test results through its 38 web-based materials testing system Statistical Analysis of Materials (SAM) 39 within 24 hours of the sample being made available to the Contracting 40 Agency. However, the Contractor agrees: 41

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1 1. Quality control, defined as the system used by the Contractor to 2 monitor, assess, and adjust its production processes to ensure 3 that the final HMA mixture will meet the specified level of quality, 4 is the sole responsibility of the Contractor. 5 6 2. The Contractor has no right to rely on any testing performed by 7 the Contracting Agency, nor does the Contractor have any right 8 to rely on timely notification by the Contracting Agency of the 9 Contracting Agency’s test results (or statistical analysis thereof), 10 for any part of quality control and/or for making changes or 11 correction to any aspect of the HMA mixture. 12 13 3. The Contractor shall make no claim for untimely notification by 14 the Contracting Agency of the Contracting Agency’s test results 15 or statistical analysis. 16 17 5-04.3(10) HMA Compaction Acceptance 18 For all HMA, the Contractor shall comply with the General Compaction 19 Requirements in Section 5-04.3(10)A. The Contracting Agency will evaluate all 20 HMA for compaction compliance with one of the following - Statistical 21 Evaluation, Visual Evaluation, or Test Point Evaluation - determined by the 22 criteria in Table 16: 23 Table 16 Criteria for Determining Method of Evaluation for HMA Compaction1 Statistical Evaluation Visual Evaluation of Test Point Evaluation of HMA Compaction is HMA Compaction is of HMA Compaction Required For: Required For: is Required For:  Any HMA for which  “HMA for  Any HMA not the specified course Preleveling…” meeting the criteria thickness is greater  “HMA for Pavement for Statistical than 0.10 feet, and Repair…” Evaluation or the HMA is in: Visual Evaluation o traffic lanes, including but not limited to:  ramp lanes  truck climbing lanes  weaving lanes  speed change lanes 1This table applies to all HMA, and shall be the sole basis for determining the acceptance method for compaction. 24 25 The Contracting Agency may, at its sole discretion, evaluate any HMA for 26 compliance with the Cyclic Density requirements of Section 5-04.3(10)B. 27 28 5-04.3(10)A HMA Compaction – General Compaction Requirements 29 Immediately after the HMA has been spread and struck off, and after 30 surface irregularities have been adjusted, thoroughly and uniformly

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1 compact the mix. The completed course shall be free from ridges, ruts, 2 humps, depressions, objectionable marks, and irregularities and shall 3 conform to the line, grade, and cross-section shown in the Plans. If 4 necessary, alter the JMF in accordance with Section 9-03.8(7) to achieve 5 desired results. 6 7 Compact the mix when it is in the proper condition so that no undue 8 displacement, cracking, or shoving occurs. Compact areas inaccessible to 9 large compaction equipment by mechanical or hand tampers. Remove 10 HMA that becomes loose, broken, contaminated, shows an excess or 11 deficiency of asphalt, or is in any way defective. Replace the removed 12 material with new HMA, and compact it immediately to conform to the 13 surrounding area. 14 15 The type of rollers to be used and their relative position in the compaction 16 sequence shall generally be the Contractor’s option, provided the 17 specified densities are attained. An exception shall be that pneumatic tired 18 rollers shall be used for compaction of the wearing course beginning 19 October 1st of any year through March 31st of the following year. Coverage 20 with a steel wheel roller may precede pneumatic tired rolling. Unless 21 otherwise approved by the Engineer, operate rollers in the static mode 22 when the internal temperature of the mix is less than 175°F. Regardless of 23 mix temperature, do not operate a roller in a mode that results in checking 24 or cracking of the mat. 25 26 On bridge decks and on the five feet of roadway approach immediately 27 adjacent to the end of bridge/back of pavement seat, operate rollers in 28 static mode only. 29 30 5-04.3(10)B HMA Compaction – Cyclic Density 31 Low cyclic density areas are defined as spots or streaks in the pavement 32 that are less than 90 percent of the theoretical maximum density. At the 33 Engineer’s discretion, the Engineer may evaluate the HMA pavement for 34 low cyclic density, and when doing so will follow WSDOT SOP 733. A $500 35 Cyclic Density Price Adjustment will be assessed for any 500-foot section 36 with two or more density readings below 90 percent of the theoretical 37 maximum density. 38 39 5-04.3(10)C HMA Compaction Acceptance – Statistical Evaluation 40 HMA compaction which is accepted by Statistical Evaluation will be based 41 on acceptance testing performed by the Contracting Agency, and 42 statistical analysis of those acceptance tests results. This will result in a 43 Compaction Price Adjustment. 44 45 5-04.3(10)C1 HMA Compaction Statistical Evaluation – Lots and 46 Sublots 47 HMA compaction which is accepted by Statistical Evaluation will be 48 evaluated by the Contracting Agency dividing the project into 49 compaction lots, and each compaction lot will be evaluated using 50 stratified random sampling by the Contracting Agency sub-dividing 51 each compaction lot into compaction sublots. All mixture in any 52 individual compaction lot shall be of the same mix design. The

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1 compaction sublots will be numbered in the order in which the mixture 2 (of a particular mix design) is paved. 3 4 Each compaction lot comprises a maximum of 15 compaction sublots, 5 except for the final compaction lot of each mix design on the Contract, 6 which comprises a maximum of 25 sublots. 7 8 Each compaction sublot shall be uniform in size as shown in Table 17, 9 except that the last compaction sublot of each day may be increased 10 to a maximum of two times the compaction sublot quantity calculated. 11 Minor variations in the size of any sublot shall not be cause to 12 invalidate the associated test result. 13 Table 17 HMA Compaction Sublot Size HMA Original Plan Quantity Compaction Sublot Size (tons)1 (tons) <20,000 100 20,000 to 30,000 150 >30,000 200 1 In determining the plan quantity tonnage, do not include any tons accepted by test point evaluation. 14 15 The following will cause one compaction lot to end prematurely and a 16 new compaction lot to begin: 17 18 • For a compaction lot in progress with a compaction CPF less 19 than 0.75, a new compaction lot will begin at the 20 Contractor’s request after the Engineer is satisfied that 21 material conforming to the Specifications can be produced. 22 See also Section 5-04.3(11)F. 23 24 5-04.3(10)C2 HMA Compaction Statistical Evaluation – 25 Acceptance Testing 26 Comply with Section 1-06.2(1). 27 28 The location of HMA compaction acceptance tests will be randomly 29 selected by the Contracting Agency from within each sublot, with one 30 test per sublot. The Contracting Agency will determine the random 31 sample location using WSDOT Test Method T 716. 32 33 Use Table 18 to determine compaction acceptance test procedures 34 and to allocate compaction acceptance sampling and testing 35 responsibilities between the Contractor and the Contracting Agency. 36 Roadway cores shall be taken or nuclear density testing shall occur 37 after completion of the finish rolling, prior to opening to traffic, and on 38 the same day that the mix is placed. 39

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Table 18 HMA Compaction Acceptance Testing Procedures and Responsibilities When Contract When Contract Does Not Includes Bid Include Bid Item “Roadway Item “Roadway Cores” Cores” Nuclear Roadway Basis for Test: Roadway Cores Density Cores3 Gauge3 Contracting Contractor shall Agency will take take cores1 cores1 using using WSDOT WSDOT SOP SOP 7342 Contracting In-Place 734 Contracting Agency, using Density Contracting Agency will FOP for Determined by: Agency will determine core WAQTC TM 8 determine core density using density using FOP for FOP for AASHTO T 166 AASHTO T 166 Theoretical Maximum Contracting Agency, using FOP for AASHTO T 209 Density Determined by: Rolling Average of Theoretical Contracting Agency, using WSDOT SOP 729 Maximum Densities Determined by: Percent Contracting Contracting Contracting Compaction in Agency, using Agency, using Agency, using Each Sublot WSDOT SOP WSDOT SOP FOP for Determined by: 736 736 WAQTC TM 8 1The core diameter shall be 4-inches unless otherwise approved by the Engineer. 2The Contractor shall take the core samples in the presence of the Engineer, at locations designated by the Engineer, and deliver the core samples to the Contracting Agency. 3The Contracting Agency will determine, in its sole discretion, whether it will take cores or use the nuclear density gauge to determine in- place density. Exclusive reliance on cores for density acceptance is generally intended for small paving projects and is not intended as a replacement for nuclear gauge density testing on typical projects. 1 2 When using the nuclear density gauge for acceptance testing of 3 pavement density, the Engineer will follow WSDOT SOP 730 for 4 correlating the nuclear gauge with HMA cores. When cores are 5 required for the correlation, coring and testing will be by the 6 Contracting Agency. When a core is taken for gauge correlation at the

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1 location of a sublot, the relative density of the core will be used for the 2 sublot test result and is exempt from retesting. 3 4 5-04.3(10)C3 HMA Statistical Compaction – Price Adjustments 5 For each HMA compaction lot (that is accepted by Statistical 6 Evaluation) which has less than three compaction sublots, for which 7 all compaction sublots attain a minimum of 91 percent compaction 8 determined in accordance with FOP for WAQTC TM 8 (or WSDOT 9 SOP 736 when provided by the Contract), the HMA will be accepted 10 at the unit Contract price with no further evaluation. 11 12 For each HMA compaction lot (that is accepted by Statistical 13 Evaluation) which does not meet the criteria in the preceding 14 paragraph, the compaction lot shall be evaluated in accordance with 15 Section 1-06.2(2) to determine the appropriate Compaction Price 16 Adjustment (CPA). All of the test results obtained from the acceptance 17 samples from a given compaction lot shall be evaluated collectively. 18 Additional testing by either a nuclear density gauge or cores will be 19 completed as required to provide a minimum of three tests for 20 evaluation. 21 22 For the statistical analysis in Section 1-06.2, use the following values: 23 24 x = Percent compaction of each sublot 25 USL = 100 26 LSL= 91 27 28 Each CPA will be determined as follows: 29 30 CPA = [0.40 x (CPF – 1.00)] x Q x UP 31 32 Where 33 34 CPA = Compaction Price Adjustment for the compaction lot 35 ($) 36 CPF = Composite Pay Factor for the compaction lot 37 (maximum is 1.05) 38 Q = Quantity in the compaction lot (tons) 39 UP = Unit price of the HMA in the compaction lot ($/ton) 40 41 5-04.3(10)C4 HMA Statistical Compaction – Requests for 42 Retesting 43 For a compaction sublot that has been tested with a nuclear density 44 gauge that did not meet the minimum of 91 percent of the theoretical 45 maximum density in a compaction lot with a CPF below 1.00 and thus 46 subject to a price reduction or rejection, the Contractor may request 47 that a core, taken at the same location as the nuclear density test, be 48 used for determination of the relative density of the compaction 49 sublot. The relative density of the core will replace the relative density 50 determined by the nuclear density gauge for the compaction sublot 51 and will be used for calculation of the CPF and acceptance of HMA 52 compaction lot. When cores are taken by the Contracting Agency at

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1 the request of the Contractor, they shall be requested by noon of the 2 next workday after the test results for the compaction sublot have 3 been provided or made available to the Contractor. Traffic control 4 shall be provided by the Contractor as requested by the Engineer. 5 Failure by the Contractor to provide the requested traffic control will 6 result in forfeiture of the request for retesting. When the CPF for the 7 compaction lot based on the results of the cores is less than 1.00, the 8 Contracting Agency will deduct the cost for the coring from any 9 monies due or that may become due the Contractor under the 10 Contract at the rate of $200 per core and the Contractor shall pay for 11 the cost of the traffic control. 12 13 5-04.3(10)D HMA Compaction – Visual Evaluation 14 Visual Evaluation will be the basis of acceptance for compaction of the Bid 15 items “HMA for Pavement Repair Cl. ___ PG ___”and “HMA for 16 Prelevelling Class___ PG___”. This HMA shall be thoroughly compacted 17 to the satisfaction of the Engineer. HMA that is used to prelevel wheel ruts 18 shall be compacted with a pneumatic tire roller. 19 20 5-04.3(10)E HMA Compaction – Test Point Evaluation 21 When compaction acceptance is by Test Point Evaluation, compact HMA 22 based on a test point evaluation of the compaction train. Perform the test 23 point evaluation in accordance with instructions from the Engineer. The 24 number of passes with an approved compaction train, required to attain 25 the maximum test point density, shall be used on all subsequent paving. 26 27 5-04.3(10)F HMA Compaction Acceptance – Notification of 28 Acceptance Test Results 29 The obligations and responsibilities for notifying the Contractor of 30 compaction acceptance test results are the same as for mixture 31 acceptance test results. See Section 5-04.3(9)E. 32 33 5-04.3(11) Reject Work 34 This Section applies to HMA and all requirements related to HMA (except 35 aggregates prior to being incorporated into HMA). For rejection of aggregate 36 prior to its incorporation into HMA refer to Section 3-04. 37 38 5-04.3(11)A Reject Work – General 39 Work that is defective or does not conform to Contract requirements shall 40 be rejected. The Contractor may propose, in writing, alternatives to 41 removal and replacement of rejected material. Acceptability of such 42 alternative proposals will be determined at the sole discretion of the 43 Engineer. 44 45 5-04.3(11)B Rejection by Contractor 46 The Contractor may, prior to acceptance sampling and testing, elect to 47 remove any defective material and replace it with new material. Any such 48 new material will be sampled, tested, and evaluated for acceptance. 49

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1 5-04.3(11)C Rejection Without Testing (Mixture or Compaction) 2 The Engineer may, without sampling, reject any batch, load, or section of 3 Roadway that appears defective. Material rejected before placement shall 4 not be incorporated into the pavement. 5 6 No payment will be made for the rejected materials or the removal of the 7 materials unless the Contractor requests the rejected material to be 8 tested. If the Contractor requests testing, acceptance will be by Statistical 9 Evaluation, and a minimum of three samples will be obtained and tested. 10 When uncompacted material is required for testing but not available, the 11 Engineer will determine random sample locations on the roadway in 12 accordance with WSDOT Test Method T 716, take cores in accordance 13 with WSDOT SOP 734, and test the cores in accordance with WSDOT 14 SOP 737. 15 16 If the CPF for the rejected material is less than 0.75, no payment will be 17 made for the rejected material; in addition, the cost of sampling and 18 testing shall be borne by the Contractor. If the CPF is greater than or 19 equal to 0.75, the cost of sampling and testing will be borne by the 20 Contracting Agency. If the material is rejected before placement and the 21 CPF is greater than or equal to 0.75, compensation for the rejected 22 material will be at a CPF of 0.75. If rejection occurs after placement and 23 the CPF is greater than or equal to 0.75, compensation for the rejected 24 material will be at the calculated CPF with an addition of 25 percent of the 25 unit Contract price added for the cost of removal and disposal. 26 27 5-04.3(11)D Rejection – A Partial Sublot (Mixture or Compaction) 28 In addition to the random acceptance sampling and testing, the Engineer 29 may also isolate from a mixture or compaction sublot any material that is 30 suspected of being defective in relative density, gradation or asphalt 31 binder content. Such isolated material will not include an original sample 32 location. The Contracting Agency will obtain a minimum of three random 33 samples of the suspect material and perform the testing. When 34 uncompacted material is required for testing but is not available, the 35 Engineer will select random sample locations on the roadway in 36 accordance with WSDOT Test Method T 716, take cores samples in 37 accordance with WSDOT SOP 734, and test the material in accordance 38 with WSDOT SOP 737. The material will then be statistically evaluated as 39 an independent lot in accordance with Section 1-06.2(2). 40 41 5-04.3(11)E Rejection – An Entire Sublot (Mixture or Compaction) 42 An entire mixture or compaction sublot that is suspected of being defective 43 may be rejected. When this occurs, a minimum of two additional random 44 samples from this sublot will be obtained. When uncompacted material is 45 required for the additional samples but the material has been compacted, 46 the Contracting Agency will take and test cores from the roadway as 47 described in Section 5-04.3(11)D. The additional samples and the original 48 sublot will be evaluated as an independent lot in accordance with Section 49 1-06.2(2). 50

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1 5-04.3(11)F Rejection - A Lot in Progress (Mixture or Compaction) 2 The Contractor shall shut down operations and shall not resume HMA 3 placement until such time as the Engineer is satisfied that material 4 conforming to the Specifications can be produced when: 5 6 1. the Composite Pay Factor (CPF) of a mixture or compaction lot 7 in progress drops below 1.00 and the Contractor is taking no 8 corrective action, or 9 10 2. the Pay Factor (PFi) for any constituent of a mixture or 11 compaction lot in progress drops below 0.95 and the Contractor 12 is taking no corrective action, or 13 14 3. either the PFi for any constituent (or the CPF) of a mixture or 15 compaction lot in progress is less than 0.75. 16 17 5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction) 18 An entire lot with a CPF of less than 0.75 will be rejected. 19 20 5-04.3(12) Joints 21 5-04.3(12)A HMA Joints 22 5-04.3(12)A1 Transverse Joints 23 Conduct operations such that placement of the top or wearing course 24 is a continuous operation or as close to continuous as possible. 25 Unscheduled transverse joints will be allowed, but the roller may pass 26 over the unprotected end of the freshly laid HMA only when the 27 placement of the course is discontinued for such a length of time that 28 the HMA will cool below compaction temperature. When the Work is 29 resumed, cut back the previously compacted HMA to produce a 30 slightly beveled edge for the full thickness of the course. 31 32 Construct a temporary wedge of HMA on a 50H:1V where a 33 transverse joint as a result of paving or planing is open to traffic. 34 Separate the HMA in the temporary wedge from the permanent HMA 35 upon which it is placed by strips of heavy wrapping paper or other 36 methods approved by the Engineer. Remove the wrapping paper and 37 trim the joint to a slightly beveled edge for the full thickness of the 38 course prior to resumption of paving. 39 40 Waste the material that is cut away and place new HMA against the 41 cut. Use rollers or tamping irons to seal the joint. 42 43 5-04.3(12)A2 Longitudinal Joints 44 Offset the longitudinal joint in any one course from the course 45 immediately below by not more than 6 inches nor less than 2 inches. 46 Locate all longitudinal joints constructed in the wearing course at a 47 lane line or an edge line of the Traveled Way. Construct a notched 48 wedge joint along all longitudinal joints in the wearing surface of new 49 HMA unless otherwise approved by the Engineer. The notched wedge 50 joint shall have a vertical edge of not less than the maximum 51 aggregate size nor more than ½ of the compacted lift thickness, and

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1 then taper down on a slope not steeper than 4H:1V. Uniformly 2 compact the sloped portion of the HMA notched wedge joint. 3 4 On one-lane ramps a longitudinal joint may be constructed at the 5 center of the traffic lane, subject to approval by the Engineer, if: 6 7 1. The ramp must remain open to traffic, or 8 9 2. The ramp is closed to traffic and a hot-lap joint is 10 constructed. 11 12 a. Two paving machines shall be used to construct the 13 hot-lap joint. 14 15 b. The pavement within 6 inches of the hot-lap joint will not 16 be excluded from random location selection for 17 compaction testing. 18 19 c. Construction equipment other than rollers shall not 20 operate on any uncompacted HMA. 21 22 When HMA is placed adjacent to cement concrete pavement, 23 construct longitudinal joints between the HMA and the cement 24 concrete pavement. Saw the joint to the dimensions shown on 25 Standard Plan A-40.10 and fill with joint sealant meeting the 26 requirements of Section 9-04.2. 27 28 5-04.3(12)B Bridge Paving Joint Seals 29 5-04.3(12)B1 HMA Sawcut and Seal 30 Prior to placing HMA on the bridge deck, establish sawcut alignment 31 points at both ends of the bridge paving joint sealsto be placed at the 32 bridge ends, and at interior joints within the bridge deck when and 33 where shown in the Plans. Establish the sawcut alignment points in a 34 manner that they remain functional for use in aligning the sawcut after 35 placing the HMA overlay. 36 37 Submit a Type 1 Working Drawing consisting of the sealant 38 manufacturer’s application procedure. 39 40 Construct the bridge paving joint seal as specified in the Plans and in 41 accordance with the detail shown in the Standard Plans. Construct 42 the sawcut in accordance with Section 5-05.3(8). Apply the sealant in 43 accordance with Section 5-05.3(8)B and the manufacturer’s 44 application procedure. 45 46 5-04.3(12)B2 Paved Panel Joint Seal 47 Construct the paved panel joint seal in accordance with the 48 requirements specified in Section 5-04.3(12)B1 and the following 49 requirement: 50

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1 1. Clean and seal the existing joint between concrete panels in 2 accordance with Section 5-01.3(8) and the details shown in 3 the Standard Plans. 4 5 5-04.3(13) Surface Smoothness 6 The completed surface of all courses shall be of uniform texture, smooth, 7 uniform as to crown and grade, and free from defects of all kinds. The 8 completed surface of the wearing course shall not vary more than ⅛ inch from 9 the lower edge of a 10-foot straightedge placed on the surface parallel to the 10 centerline. The transverse slope of the completed surface of the wearing 11 course shall vary not more than ¼ inch in 10 feet from the rate of transverse 12 slope shown in the Plans. 13 14 When deviations in excess of the above tolerances are found that result from 15 a high place in the HMA, correct the pavement surface by one of the 16 following methods: 17 18 1. Remove material from high places by grinding with an approved 19 grinding machine, or 20 21 2. Remove and replace the wearing course of HMA, or 22 23 3. By other method approved by the Engineer. 24 25 Correct defects until there are no deviations anywhere greater than the 26 allowable tolerances. 27 28 Deviations in excess of the above tolerances that result from a low place in the 29 HMA and deviations resulting from a high place where corrective action, in the 30 opinion of the Engineer, will not produce satisfactory results will be accepted 31 with a price adjustment. The Engineer shall deduct from monies due or that 32 may become due to the Contractor the sum of $500.00 for each and every 33 section of single traffic lane 100 feet in length in which any excessive 34 deviations described above are found. 35 36 When portland cement concrete pavement is to be placed on HMA, the 37 surface tolerance of the HMA shall be such that no surface elevation lies 38 above the Plan grade minus the specified Plan depth of portland cement 39 concrete pavement. Prior to placing the portland cement concrete pavement, 40 bring any such irregularities to the required tolerance by grinding or other 41 means approved by the Engineer. 42 43 When utility appurtenances such as manhole covers and valve boxes are 44 located in the Traveled Way, pave the Roadway before the utility 45 appurtenances are adjusted to the finished grade. 46 47 5-04.3(14) Planing Bituminous Pavement 48 Plane in such a manner that the underlying pavement is not torn, broken, or 49 otherwise damaged by the planing operation. Delamination or raveling of the 50 underlying pavement will not be construed as damage due to the Contractor’s 51 operations. Pavement outside the limits shown in the Plans or designated by 52 the Engineer that is damaged by the Contractor’s operations shall be repaired

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1 to the satisfaction of the Engineer at no additional cost to the Contracting 2 Agency. 3 4 For mainline planing operations, use equipment with automatic controls and 5 with sensors for either or both sides of the equipment. The controls shall be 6 capable of sensing the grade from an outside reference line, or a mat- 7 referencing device. The automatic controls shall have a transverse slope 8 controller capable of maintaining the mandrel at the desired transverse slope 9 (expressed as a percentage) within plus or minus 0.1 percent. 10 11 Remove all loose debris from the planed surface before opening the planed 12 surface to traffic. The planings and other debris resulting from the planing 13 operation shall become the property of the Contractor and be disposed of in 14 accordance with Section 2-03.3(7)C, or as otherwise allowed by the Contract. 15 16 5-04.3(15) Sealing Pavement Surfaces 17 Apply a fog seal where shown in the Plans. Construct the fog seal in 18 accordance with Section 5-02.3. Unless otherwise approved by the Engineer, 19 apply the fog seal prior to opening to traffic. 20 21 5-04.3(16) HMA Road Approaches 22 Construct HMA approaches at the locations shown in the Plans or where 23 staked by the Engineer, in accordance with Section 5-04. 24 25 5-04.4 Measurement 26 HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will 27 be measured by the ton in accordance with Section 1-09.2, with no deduction being 28 made for the weight of asphalt binder, mineral filler, or any other component of the HMA. 29 If the Contractor elects to remove and replace HMA as allowed by Section 5-04.3(11), 30 the material removed will not be measured. 31 32 Roadway cores will be measured per each for the number of cores taken. 33 34 Crack Sealing-LF will be measured by the linear foot along the line of the crack. 35 36 Soil residual herbicide will be measured by the mile for the stated width to the nearest 37 0.01 mile or by the square yard, whichever is designated in the Proposal. 38 39 Pavement repair excavation will be measured by the square yard of surface marked 40 prior to excavation. 41 42 Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4. 43 44 Longitudinal joint seals between the HMA and cement concrete pavement will be 45 measured by the linear foot along the line and slope of the completed joint seal. 46 47 HMA sawcut and seal, and paved panel joint seal, will be measured by the linear foot 48 along the line and slope of the completed joint seal. 49 50 Planing bituminous pavement will be measured by the square yard. 51

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1 Temporary pavement marking will be measured by the linear foot as provided in Section 2 8-23.4. 3 4 Water will be measured by the M gallon as provided in Section 2-07.4. 5 6 5-04.5 Payment 7 Payment will be made for each of the following Bid items that are included in the 8 Proposal: 9 10 “HMA Cl. ___ PG ___”, per ton. 11 “HMA for Approach Cl. ___ PG ___”, per ton. 12 “HMA for Preleveling Cl. ___ PG ___”, per ton. 13 “HMA for Pavement Repair Cl. ___ PG ___”, per ton. 14 “Commercial HMA”, per ton. 15 The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. 16 ___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. 17 ___ PG ___”, and “Commercial HMA” shall be full compensation for all costs, 18 including anti-stripping additive, incurred to carry out the requirements of Section 5- 19 04 except for those costs included in other items which are included in this 20 Subsection and which are included in the Proposal. 21 22 “Crack Sealing-FA”, by force account. 23 “Crack Sealing-FA” will be paid for by force account as specified in Section 1-09.6. 24 For the purpose of providing a common Proposal for all Bidders, the Contracting 25 Agency has entered an amount in the Proposal to become a part of the total Bid by 26 the Contractor. 27 28 “Crack Sealing-LF”, per linear foot. 29 The unit Contract price per linear foot for “Crack Sealing-LF” shall be full payment 30 for all costs incurred to perform the Work described in Section 5-04.3(4)A. 31 32 “Soil Residual Herbicide ____ ft. Wide”, per mile, or 33 “Soil Residual Herbicide”, per square yard. 34 The unit Contract price per mile or per square yard for “Soil Residual Herbicide” 35 shall be full payment for all costs incurred to obtain, provide and install herbicide in 36 accordance with Section 5-04.3(4)B. 37 38 “Pavement Repair Excavation Incl. Haul”, per square yard. 39 The unit Contract price per square yard for “Pavement Repair Excavation Incl. 40 Haul” shall be full payment for all costs incurred to perform the Work described in 41 Section 5-04.3(4)C with the exception, however, that all costs involved in the 42 placement of HMA shall be included in the unit Contract price per ton for “HMA for 43 Pavement Repair Cl. ___ PG ___”, per ton. 44 45 “Asphalt for Fog Seal”, per ton. 46 Payment for “Asphalt for Fog Seal” is described in Section 5-02.5. 47 48 “Longitudinal Joint Seal”, per linear foot. 49 The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full 50 payment for all costs incurred to construct the longitudinal joint between HMA and 51 cement concrete pavement, as described in Section 5-04.3(12)B. 52

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1 “HMA Sawcut And Seal”, per linear foot. 2 The unit Contract price per linear foot for “HMA Sawcut And Seal” shall be full 3 payment for all costs incurred to perform the Work described in Section 5- 4 04.3(12)B1. 5 6 “Paved Panel Joint Seal”, per linear foot. 7 The unit Contract price per linear foot for “Paved Panel Joint Seal” shall be full 8 payment for all costs incurred to perform the Work described in Section 5- 9 04.3(12)B2. 10 11 “Planing Bituminous Pavement”, per square yard. 12 The unit Contract price per square yard for “Planing Bituminous Pavement” shall be 13 full payment for all costs incurred to perform the Work described in Section 5- 14 04.3(14). 15 16 “Temporary Pavement Marking”, per linear foot. 17 Payment for “Temporary Pavement Marking” is described in Section 8-23.5. 18 19 “Water”, per M gallon. 20 Payment for “Water” is described in Section 2-07.5. 21 22 “Job Mix Compliance Price Adjustment”, by calculation. 23 “Job Mix Compliance Price Adjustment” will be calculated and paid for as described 24 in Section 5-04.3(9)B6, 5-04.3(9)C3, and 5-04.3(9)D1. 25 26 “Compaction Price Adjustment”, by calculation. 27 “Compaction Price Adjustment” will be calculated and paid for as described in 28 Section 5-04.3(10)C3. 29 30 “Roadway Core”, per each. 31 The Contractor’s costs for all other Work associated with the coring (e.g., traffic 32 control) shall be incidental and included within the unit Bid price per each and no 33 additional payments will be made. 34 35 “Cyclic Density Price Adjustment”, by calculation. 36 “Cyclic Density Price Adjustment” will be calculated and paid for as described in 37 Section 5-04.3(10)B. 38 39 Section 5-05, Cement Concrete Pavement 40 August 1, 2016

41 5-05.3(3)B Mixing Equipment 42 The last sentence of item number 4 is revised to read: 43 44 Plant-mixed concrete may be transported in nonagitated vehicles provided that the 45 concrete is in a workable condition when placed and: 46 47 a. discharge is completed within 45 minutes after the introduction of mixing water 48 to the cement and aggregates, or 49

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1 b. discharge is completed within 60 minutes after the introduction of mixing water 2 to the cement and aggregates, provided the concrete mix temperature is 70 F 3 or below during placement, or 4 5 c. discharge is completed within 60 minutes after the introduction of mixing water 6 to the cement and aggregates, provided the mix contains an approved set 7 retarder at the manufacturer’s minimum dosage rate. 8 9 5-05.3(6) Subgrade 10 This section, including title, is revised to read: 11 12 5-05.3(6) Surface Preparation 13 The Subgrade surface shall be prepared and compacted a minimum of 3 feet beyond 14 each edge of the area which is to receive concrete pavement in order to accommodate 15 the slip-form equipment. 16 17 Concrete shall not be placed during a heavy rainfall. Prior to placing concrete: 18 19 1. The surface shall be moist; 20 21 2. Excess water (e.g., standing, pooling or flowing) shall be removed from the 22 surface. 23 24 3. The surface shall be clean and free of any deleterious materials. 25 26 4. The surface temperature shall not exceed 120°F or be frozen. 27 28 5-05.3(7)A Slip-Form Construction 29 The second sentence of the first paragraph is revised to read: 30 31 The alignment and elevation of the paver shall be regulated from outside reference lines 32 established for this purpose, or by an electronic control system capable of controlling 33 the line and grade within required tolerances. 34

35 Section 6-02, Concrete Structures 36 August 1, 2016

37 6-02.3(2)A Contractor Mix Design 38 The following new sentence is inserted after the first sentence of the third paragraph: 39 40 The mix design submittal shall also include test results no older than one year showing 41 that the Aggregates do not contain Deleterious Substances in accordance with Section 42 9-03. 43 44 6-02.3(2)A1 Contractor Mix Design for Concrete Class 4000D 45 The following new sentence is inserted after the second sentence of the last paragraph: 46 47 Mix designs using shrinkage reducing admixture shall state the specific quantity 48 required. 49 50 The following new sentence is inserted before the last sentence of the last paragraph:

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1 2 Testing samples of mixes using shrinkage reducing admixture shall use the admixture 3 amount specified in the mix design submittal. 4 5 6-02.3(2)B Commercial Concrete 6 The last sentence of the first paragraph is revised to read: 7 8 Commercial concrete does not require mix design or source approvals for cement, 9 aggregate, and other admixtures. 10 11 6-02.3(6)A1 Hot Weather Protection 12 This section is revised to read: 13 14 The Contractor shall provide concrete within the specified temperature limits. Cooling of 15 the coarse aggregate piles by sprinkling with water is permitted provided the moisture 16 content is monitored and the mixing water is adjusted for the free water in the 17 aggregate. Shading or cooling aggregate piles (sprinkling of fine aggregate piles with 18 water is not allowed). If sprinkling of the coarse aggregates is to be used, the piles 19 moisture content shall be monitored and the mixing water adjusted for the free water in 20 the aggregate. In addition, when removing the coarse aggregate, it shall be removed 21 from at least 1 foot above the bottom of the pile. Refrigerating mixing water; or replacing 22 all or part of the mixing water with crushed ice, provided the ice is completely melted by 23 placing time. 24 25 If air temperature exceeds 90°F, the Contractor shall use water spray or other accepted 26 methods to cool all concrete-contact surfaces to less than 90°F. These surfaces include 27 forms, reinforcing steel, steel beam flanges, and any others that touch the mix. 28 29 6-02.3(6)A2 Cold Weather Protection 30 This section is revised to read: 31 32 Concrete shall be maintained at or above a temperature of 40°F during the first seven 33 days of the Cold Weather Protection Period and at or above a temperature of 35°F 34 during the remainder of the Cold Weather Protection Period. Cold weather protection 35 requirements do not apply to concrete placed below the ground line. 36 37 Prior to placing concrete in cold weather, the Contractor shall submit a Type 2 Working 38 Drawing with a written procedure for cold weather concreting. The procedure shall detail 39 how the Contractor will adequately cure the concrete and prevent the concrete 40 temperature from falling below the minimum temperature. Extra protection shall be 41 provided for areas especially vulnerable to freezing (such as exposed top surfaces, 42 corners and edges, thin sections, and concrete placed into steel forms). Concrete 43 placement will only be allowed if the Contractor’s cold weather protection plan has been 44 accepted by the Engineer. 45 46 Prior to concrete placement, the Contractor shall review the 7-day temperature 47 predictions for the job site from the Western Region Headquarters of the National 48 Weather Service (www.wrh.noaa.gov). When temperatures below 35°F are predicted, 49 the Contractor shall: 50 51 1. Install temperature data loggers in each concrete pour. One data logger shall 52 be installed for every 100 yards of concrete placed. Data loggers shall be

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1 installed at locations directed by the Engineer, and shall be placed 1.5 inches 2 from the face of concrete. 3 4 2. Immediately after concrete placement, temperature data loggers shall be 5 installed on the concrete surface at locations directed by the Engineer. One 6 data logger shall be installed for every 100 yards of concrete placed. 7 8 The data loggers shall be operated continuously during the Cold Weather Protection 9 Period. Temperatures shall be measured, recorded and stored a minimum of every 30 10 minutes. Temperature date shall be submitted to the Engineer as a Type 1 Working 11 Drawing within three days following the end of the Cold Weather Protection Period. 12 13 If the concrete temperature falls below 40°F during the first seven days of the Cold 14 Weather Protection Period, no curing time is awarded for that day and the Cold Weather 15 Protection Period is extended for one additional day. If the concrete temperature falls 16 below 35°F during Cold Weather Protection Period, the concrete may be rejected by the 17 Engineer. 18 19 6-02.3(17)N Removal of Falsework and Forms 20 The fifth paragraph is deleted. 21 22 6-02.3(25)J Horizontal Alignment 23 The last two sentences of the third paragraph are revised to read the following single 24 sentence: 25 1 26 Any girder that exceeds on offset of ⁄8 inch for each 10 feet of girder length shall be 1 27 corrected at the job site to the ⁄8 inch maximum offset per 10 feet of girder length before 28 concrete is placed into the diaphragms. 29 30 6-02.3(26)D2 Test Block Dimensions 31 The first sentence is revised to read: 32 33 The dimensions of the test block perpendicular to the tendon in each direction shall be 34 the smaller of twice the minimum edge distance or the minimum spacing specified by 35 the special anchorage device manufacturer, with the stipulation that the concrete cover 36 over any confining reinforcing steel or supplementary skin reinforcement shall be 37 appropriate for the project-specific application and circumstances. 38 39 6-02.3(26)E2 Ducts for External Exposed Installation 40 In the first paragraph, “ASTM D3350” is revised to read “ASTM D3035”. 41 42 In the fourth paragraph, "ASTM D3505" is revised to read "ASTM D3035". 43 44 6-02.3(26)G Tensioning 45 Item number 1 of the second paragraph is revised to read: 46 47 1. All concrete has reached a compressive strength of at least 4,000 psi or the 48 strength specified in the Plans. When tensioning takes place prior to 28-day 49 compressive strength testing on concrete sampled in accordance with Section 6- 50 02.3(25)H, compressive strength shall be verified on field cured cylinders in 51 accordance with the FOP for AASHTO T23. 52

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1 6-02.3(27)A Use of Self-Consolidating Concrete for Precast Units 2 Item number 2 of the first paragraph is revised to read: 3 4 2. Precast reinforced concrete three-sided structures, box culverts and split box 5 culverts in accordance with Section 7-02.3(6). 6

7 Section 6-05, Piling 8 August 1, 2016

9 In this section, the words “capacity” and “capacities” are replaced with the words “resistance” 10 and “resistances”, respectively. 11 12 6-05.3(1) Piling Terms 13 The third paragraph is revised to read: 14 15 Overdriving – Over-driving of piles occurs when the ultimate bearing resistance 16 calculated from the equation in Section 6-05.3(12), or the wave equation driving criteria 17 if applicable, exceeds the ultimate bearing resistance required in the Contract in order to 18 reach the minimum tip elevation specified in the Contract, or as required by the 19 Engineer. 20 21 The first sentence of the last paragraph is revised to read: 22 23 Minimum Tip Elevation – The minimum tip elevation is the elevation to which the pile 24 tip shall be driven. 25 26 6-05.3(3)A Casting and Stressing 27 The last sentence of the third paragraph is revised to read: 28 29 If the corrective action is not acceptable to the Engineer, the piling(s) will be subject to 30 rejection by the Engineer. 31 32 6-05.3(5) Manufacture of Steel Piles 33 This section is supplemented with the following new paragraph: 34 35 At least 14-days prior to the start of production of the piling, the Contractor shall advise 36 the Engineer of the production schedule. The Contractor shall give the Inspector safe 37 and free access to the Work. If the Inspector observes any nonspecification Work or 38 unacceptable quality control practices, the Inspector will advise the plant manager. If the 39 corrective action is not acceptable to the Engineer, the piling(s) will be subject to 40 rejection by the Engineer. 41 42 6-05.3(9)A Pile Driving Equipment Approval 43 The first sentence of the second paragraph is revised to read: 44 45 The Contractor shall submit Type 2E Working Drawings consisting of a wave equation 46 analysis for all pile driving systems used to drive piling with required maximum driving 47 resistances of greater than 300 tons. 48

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1 Section 6-07, Painting 2 August 1, 2016

3 6-07.3(10)F Collecting, Testing, and Disposal of Containment Waste 4 The third, fourth and fifth paragraphs are deleted and replaced with the following two new 5 paragraphs: 6 7 Containment waste is defined as all paint chips and debris removed from the steel 8 surface and all abrasive blast media, as contained by the containment system. After all 9 waste from the containment system has been collected, the Contractor shall collect 10 representative samples of the components that field screening indicates are lead- 11 contaminated material. The Contractor shall collect at least one representative sample 12 from each container. The Contractor may choose to collect a composite sample of each 13 container, but the composite sample must consist of several collection points (a 14 minimum of 3 random samples) that are representative of the entire contents of the 15 container and representative of the characteristics of the type of waste in the container. 16 In accordance with WAC 173–303-040, a representative sample means “a sample 17 which can be expected to exhibit the average properties of the sample source.” 18 19 The debris shall be tested for metals using the Toxicity Characteristics Leaching 20 Procedure (TCLP) and EPA Methods 1311 and 6010. At a minimum, the materials 21 should be analyzed for the Resource Conservation and Recovery Act (RCRA) 8 Metals 22 (arsenic, barium, cadmium, chromium, lead, mercury, selenium, and silver). Pursuant to 23 the Dangerous Waste (DW) Regulations Chapter 173-303-90(8)(c) WAC, “Any waste 24 that contains contaminants which occur at concentrations at or above the DW threshold 25 must be designated as DW.” All material within each individual container or 26 containment system that designates as DW shall be disposed of at a legally permitted 27 Subtitle C Hazardous Waste Landfill. All material within each individual container or 28 containment system that designate below the DW threshold, will be designated as 29 “Solid Waste” and shall be disposed of at a legally permitted Subtitle D Landfill. 30 Disposal shall be in accordance with WAC 173-303 for waste designated “Dangerous 31 Waste” and pursuant to WAC 173-350 for waste designated as “Solid Waste”. 32 33 Section 6-09, Modified Concrete Overlays 34 April 4, 2016

35 6-09.3(8)A Quality Assurance for Microsilica Modified and Fly Ash Modified 36 Concrete Overlays 37 The first sentence of the first paragraph is revised to read the following two new sentences: 38 39 The Engineer will perform slump, temperature, and entrained air tests for acceptance in 40 accordance with Section 6-02.3(5)D and as specified in this Section after the Contractor 41 has turned over the concrete for acceptance testing. Concrete samples for testing shall 42 be supplied to the Engineer in accordance with Section 6-02.3(5)E. 43 44 The last paragraph is deleted. 45 46 6-09.3(8)B Quality Assurance for Latex Modified Concrete Overlays 47 The first two paragraphs are deleted and replaced with the following: 48 49 The Engineer will perform slump, temperature, and entrained air tests for acceptance in 50 accordance with Section 6-02.3(5)D and as specified in this Section after the Contractor

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1 has turned over the concrete for acceptance testing. The Engineer will perform testing 2 as the concrete is being placed. Samples shall be taken on the first charge through 3 each mobile mixer and every other charge thereafter. The sample shall be taken after 4 the first 2 minutes of continuous mixer operation. Concrete samples for testing shall be 5 supplied to the Engineer in accordance with Section 6-02.3(5)E. 6 7 The second to last sentence of the last paragraph is revised to read: 8 9 Recommendations made by the technical representative on or off the jobsite shall be 10 adhered to by the Contractor. 11 12 Section 6-10, Concrete Barrier 13 August 1, 2016

14 6-10.3(5) Temporary Concrete Barrier 15 This section title is revised to read: 16 17 Temporary Barrier 18 19 The first paragraph is revised to read: 20 21 For temporary barrier, the Contractor may use precast concrete barrier or temporary 22 steel barrier. Temporary concrete barrier shall comply with Standard Plan requirements 23 and cross-sectional dimensions, except that: (1) it may be made in other lengths than 24 those shown in the Standard Plan, and (2) it may have permanent lifting holes no larger 25 than 4 inches in diameter or lifting loops. Temporary steel barrier shall be certified that it 26 meets NCHRP 350 or MASH crash test requirements and shall be installed in 27 accordance with the manufacturer’s recommendations. 28 29 6-10.4 Measurement 30 The first sentence of the second paragraph is revised to read: 31 32 Temporary barrier will be measured by the linear foot along the completed line and 33 slope of the barrier, one time only for each setup of barrier protected area. 34 35 6-10.5 Payment 36 The Bid item “Temporary Conc. Barrier”, per linear foot, and the paragraph following this Bid 37 item, is revised to read: 38 39 “Temporary Barrier”, per linear foot. 40 41 The unit Contract price per linear foot for “Temporary Barrier” shall be full pay for all 42 costs, including furnishing, installing, connecting, anchoring, maintaining, temporary 43 storage, and final removal of the temporary barrier. 44 45 Section 6-14, Geosynthetic Retaining Walls 46 January 4, 2016

47 6-14.5 Payment 48 The bid item “Concrete Fascia Panel”, per square foot, and the paragraph following this bid 49 item are revised to read:

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1 2 “Concrete Fascia Panel For Geosynthetic Wall”, per square foot. 3 4 All costs in connection with constructing the concrete fascia panels as specified shall be 5 included in the unit Contract price per square foot for “Concrete Fascia Panel For 6 Geosynthetic Wall”, including all steel reinforcing bars, premolded joint filler, 7 polyethylene bond breaker strip, joint sealant, PVC pipe for weep holes, exterior surface 8 finish, and pigmented sealer (when specified), constructing and placing the concrete 9 footing, edge beam, anchor beam, anchor rod assembly, and backfill. 10 11 Section 6-19, Shafts 12 August 1, 2016

13 6-19.3 Construction Requirements 14 This section is supplemented with the following new subsection: 15 16 6-19.3(10) Engineer’s Final Acceptance of Shafts 17 The Engineer will determine final acceptance of each shaft, based on the 18 nondestructive QA test results and analysis for the tested shafts, and will provide a 19 response to the Contractor within 3 working days after receiving the test results and 20 analysis submittal. 21 22 6-19.3(1)B Nondestructive Testing of Shafts 23 This section’s content is deleted and replaced with the following new subsections: 24 25 6-19.3(1)B1 Nondestructive Quality Assurance (QA) Testing of Shafts 26 Unless otherwise specified in the Special Provisions, the Contractor shall perform 27 nondestructive QA testing of shafts, except for those constructed completely in the dry. 28 Either crosshole sonic log (CSL) testing in accordance with ASTM D 6760 or thermal 29 integrity profiling (TIP) testing in accordance with ASTM D 7949 shall be used. 30 31 6-19.3(1)B2 Nondestructive Quality Verification (QV) Testing of Shafts 32 The Contracting Agency may perform QV nondestructive testing of shafts that have 33 been QA tested by the Contractor. The Contracting Agency may test up to ten percent of 34 the shafts. The Engineer will identify the shafts selected for QV testing and the testing 35 method the Contracting Agency will use. 36 37 The Contractor shall accommodate the Contracting Agency’s nondestructive testing. 38 39 6-19.3(2) Shaft Construction Submittal 40 This section is revised to read: 41 42 The shaft construction submittal shall be comprised of the following four components: 43 construction experience; shaft installation narrative; shaft slurry technical assistance; 44 and nondestructive QA testing personnel. The submittals shall be Type 2 Working 45 Drawings, except the shaft slurry technical assistance and nondestructive QA testing 46 personnel submittals shall be Type 1. 47 48 This section is supplemented with the following new subsection: 49

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1 6-19.3(2)D Nondestructive QA Testing Organization and Personnel 2 The Contractor shall submit the names of the testing organizations, and the names of 3 the personnel who will conduct nondestructive QA testing of shafts. The submittal shall 4 include documentation that the qualifications specified below are satisfied. For TIP 5 testing, the testing organization is the group that performs the data analysis and 6 produces the final report. The testing organizations and the testing personnel shall meet 7 the following minimum qualifications: 8 9 1. The testing organization shall have performed nondestructive tests on a 10 minimum of three deep foundation projects in the last two years. 11 12 2. Personnel conducting the tests for the testing organization shall have a 13 minimum of one year experience in nondestructive testing and interpretation. 14 15 3. The experience requirements for the organization and personnel shall be 16 consistent with the testing methods the Contractor has selected for 17 nondestructive testing of shafts. 18 19 4. Personnel preparing test reports shall be a Professional Engineers, licensed 20 under Title 18 RCW, State of Washington, and in accordance with WAC 196- 21 23-020. 22 23 6-19.3(3) Shaft Excavation 24 The second paragraph is revised to read: 25 26 Shaft excavation shall not be started until the Contractor has received the Engineer 27 acceptance for the reinforcing steel centralizers required when the casing is to be pulled 28 during concrete placement. 29 30 This section is supplemented with the following: 31 32 Except as otherwise noted, the Contractor shall not commence subsequent shaft 33 excavations until receiving the Engineer’s acceptance of the first shaft, based on the 34 results and analysis of the nondestructive testing for the first shaft. The Contractor may 35 commence subsequent shaft excavations prior to receiving the Engineer’s acceptance 36 of the first shaft, provided the following condition is satisfied: 37 38 The Engineer permits continuing with shaft construction based on the Engineer’s 39 observations of the construction of the first shaft, including, but not limited to, 40 conformance to the shaft installation narrative in accordance with Section 6- 41 19.3(2)B, and the Engineer’s review of Contractor’s daily reports and Inspector’s 42 daily logs concerning excavation, steel reinforcing bar placement, and concrete 43 placement. 44 45 6-19.3(6) Access Tubes for Crosshole Sonic Log (CSL) Testing 46 This section title is revised to read: 47 48 6-19.3(6) Contractor Furnished Accessories for Nondestructive QA Testing 49 50 This section is supplemented with the following three new subsections: 51

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1 6-19.3(6)D Shafts Requiring Thermal Wire 2 The Contractor shall furnish and install thermal wire in all shafts receiving the thermal 3 wire method of TIP testing, except as otherwise noted in Section 6-19.3(1)B1. 4 5 6-19.3(6)E Thermal Wire and Thermal Access Points (TAPs) 6 The thermal wire and associated couplers shall be obtained from the source specified in 7 the Special Provisions. 8 9 The Contractor shall securely attach the thermal wire to the interior of the reinforcement 10 cage of the shaft in conformance with the supplier’s instructions. At a minimum, one 11 thermal wire shall be furnished and installed for each foot of shaft diameter, rounded to 12 the nearest whole number, as shown in the Plans. The number of thermal wires for shaft 13 diameters specified as "X feet 6 inches" shall be rounded up to the next higher whole 14 number. The thermal wires shall be placed around the shaft, inside the spiral or hoop 15 reinforcement, and tied to the vertical reinforcement with plastic "zip" ties at a maximum 16 spacing of 2-feet. Steel tie wire shall not be used. 17 18 The thermal wire shall be installed in straight alignment and taut, but with enough slack 19 to not be damaged during reinforcing cage lofting. The wires shall be as near to parallel 20 to the vertical axis of the reinforcement cage as possible. The thermal wire shall extend 21 from the bottom of the reinforcement cage to the top of the shaft, with 15-feet of slack 22 wire provided above the top of shaft. Care shall be taken to prevent damaging the 23 thermal wires during reinforcement cage installation and concrete placement operations 24 in the shaft excavation. 25 26 After completing shaft reinforcement cage fabrication at the site and prior to installation 27 of the cage into the shaft excavation, the Contractor shall install and connect thermal 28 access points (TAPs) to the thermal wires. The TAPs shall record data for at least one 29 hour after the cage is placed in the excavation to measure the slurry temperature and 30 enable the steel and slurry temperatures to equilibrate prior to placing concrete in the 31 shaft. The TAPs shall record and store data every 15 minutes. The TAPs shall remain 32 active for a minimum of 36 hours. 33 34 Prior to beginning concrete placement the TAPs shall be checked to ensure they are 35 recording data and that the wires have not been damaged. If a TAP unit is not 36 functioning due to a damaged wire, the Contractor shall repair or replace the wire. If a 37 TAP unit fails or a wire breaks after concrete placement has started, the Contractor shall 38 not stop the concrete placement operation to repair the wire. 39 40 6-19.3(6)F Use of Access Tubes for TIP Testing Under the Thermal Probe 41 Method 42 The Contractor may use access tubes for TIP testing under the thermal probe method. 43 Access tubes shall be cared for in accordance with Section 6-19.3(6)C. Prior to TIP 44 testing under the thermal probe method, the water in each tube shall be removed, 45 collected, and stored in an insulated container. The access tube shall be blown dry and 46 swabbed to remove residual water. After TIP testing, the collected and stored tube water 47 shall be introduced back into the access tube. New potable water may be used, 48 provided the water temperature is not more than 10°F cooler than the average concrete 49 temperature measured by the probe. 50 51 6-19.3(6)A Shafts Requiring CSL Access Tubes 52 This section, including title, is revised to read:

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1 2 6-19.3(6)A Shafts Requiring Access Tubes 3 The Contractor shall furnish and install access tubes in all shafts receiving CSL testing 4 or the thermal probe method of TIP testing, except as otherwise noted in Section 6- 5 19.3(1)B1. 6 7 6-19.3(6)B Orientation and Assembly of the CSL Access Tubes 8 This section’s title is revised to read: 9 10 6-19.3(6)B Orientation and Assembly of the Access Tubes 11 12 6-19.3(6)C Care for CSL Access Tubes from Erection through CSL Testing 13 This section’s title is revised to read: 14 15 6-19.3(6)C Care for Access Tubes from Erection Through Nondestructive 16 QA Testing 17 18 The second sentence is revised to read: 19 20 The Contractor shall keep all of a shaft’s access tubes full of water through the 21 completion of nondestructive QA testing of that shaft. 22 23 6-19.3(7)I Requirements for Placing Concrete Above the Top of Shaft 24 This section is revised to read: 25 26 Concrete shall not be placed above the top of shaft (for column splice zones, columns, 27 footings, or shaft caps) until the Contractor receives the Engineer’s acceptance of 28 nondestructive QA testing, if performed at that shaft, and acceptance of the shaft. 29 30 6-19.3(9) Nondestructive Testing of Shafts (Crosshole Sonic Log (CSL) 31 Testing) 32 This section, including title, is revised to read: 33 34 6-19.3(9) Nondestructive QA Testing of Shafts 35 The Contractor shall provide nondestructive QA testing and analysis on all shafts with 36 access tubes or thermal wires and TAPs facilitating the testing (See Section 6- 37 19.3(1)B). The testing and analysis shall be performed by the testing organizations 38 identified by the Contractor’s submittal in accordance with Section 6-19.3(2)D. 39 40 The Engineer may direct that additional testing be performed at a shaft if anomalies or a 41 soft bottom are detected by the Contractor’s testing. If additional testing at a shaft 42 confirms the presence of a defect(s) in the shaft, the testing costs and the delay costs 43 resulting from the additional testing shall be borne by the Contractor in accordance with 44 Section 1-05.6. If the additional testing indicates that the shaft has no defect, the testing 45 costs and the delay costs resulting from the additional testing will be paid by the 46 Contracting Agency in accordance with Section 1-05.6, and, if the shaft construction is 47 on the critical path of the Contractor’s schedule, a time extension equal to the delay 48 created by the additional testing will be granted in accordance with Section 1-08.8. 49 50 6-19.3(9)A Schedule of CSL Testing 51 This section, including title, is revised to read:

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1 2 6-19.3(9)A TIP Testing Using Thermal Probes or CSL Testing 3 If selected as the nondestructive QA testing method by the Contractor, TIP testing using 4 thermal probes, or CSL testing shall be performed after the shaft concrete has cured at 5 least 96 hours. Additional curing time prior to testing may be required if the shaft 6 concrete contains admixtures, such as set retarding admixture or water-reducing 7 admixture, added in accordance with Section 6-02.3(3). The additional curing time prior 8 to testing required under these circumstances shall not be grounds for additional 9 compensation or extension of time to the Contractor in accordance with Section 1-08.8. 10 11 6-19.3(9)B Inspection of CSL Access Tubes 12 This section’s title is revised to read: 13 14 6-19.3(9)B Inspection of Access Tubes 15 16 6-19.3(9)C Engineer’s Final Acceptance of Shafts 17 This section, including title, is revised to read: 18 19 6-19.3(9)C TIP Testing With Thermal Wires and TAPs 20 If selected as the nondestructive QA testing method by the Contractor, TIP testing with 21 thermal wires and TAPs (See Section 6-19.3(6)E) shall be performed. The TIP testing 22 shall commence at the beginning of the concrete placement operation, recording 23 temperature readings at 15-minute intervals until the peak temperature is captured in 24 the data. Additional curing time may be required if the shaft concrete contains 25 admixtures, such as set retarding admixture or water-reducing admixture, added in 26 accordance with Section 6-02.3(3). The additional curing time required under these 27 circumstances shall not be grounds for additional compensation or extension of time to 28 the Contractor in accordance with Section 1-08.8. 29 30 TIP testing shall be conducted at all shafts in which thermal wires and TAPs have been 31 installed for thermal wire analysis (Section 6-19.3(6)A). 32 33 6-19.3(9)D Requirements to Continue Shaft Excavation Prior to Acceptance of 34 First Shaft 35 This section, including title, is revised to read: 36 37 6-19.3(9)D Nondestructive QA Testing Results Submittal 38 The Contractor shall submit the results and analysis of the nondestructive QA testing for 39 each shaft tested. The Contractor shall submit the test results within three working days 40 of testing. Results shall be a Type 1 Working Drawing presented in a written report. 41 42 TIP reports shall include: 43 44 1. A map or plot of the wire/tube location within the shaft and their position 45 relative to a known and identifiable location, such as North. 46 47 2. Graphical displays of temperature measurements versus depth of each wire or 48 tube for the analysis time selected, overall average temperature with depth, 49 shaft radius or diameter with depth, concrete cover versus cage position with 50 depth, and effective radius. 51

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1 3. The report shall identify unusual temperatures, particularly significantly cooler 2 local deviations from the overall average. 3 4 4. The report shall identify the location and extent where satisfactory or 5 questionable concrete is identified. 6 7 a. Satisfactory (S) - 0 to 6% Effective Radius Reduction and Cover Criteria 8 Met 9 10 b. Questionable (Q) - Effective Local Radius Reduction > 6%, Effective Local 11 Average Diameter Reduction > 4%, or Cover Criteria Not Met 12 13 5. Variations in temperature between wire/tubes (at each depth) which in turn 14 correspond to variations in cage alignment. 15 16 6. Where shaft specific construction information is available (e.g. elevations of 17 the top of shaft, bottom of casing, bottom of shaft, etc.), these values shall be 18 noted on all pertinent graphical displays. 19 20 CSL reports shall include: 21 22 1. A map or plot of the tube location within the shaft and their position relative to a 23 known and identifiable location, such as North. 24 25 2. Graphical displays of CSL Energy versus Depth and CSL signal arrival time 26 versus depth or velocity versus depth. 27 28 3. The report shall identify the location and extent where good, questionable, and 29 poor concrete is identified, where no signal was received, or where water is 30 present. 31 32 a. Good (G) - No signal distortion and decrease in signal velocity of 10% or 33 less is indicative of good quality concrete. 34 35 b. Questionable (Q) - Minor signal distortion and a lower signal amplitude 36 with a decrease in signal velocity between 10% and 20%. 37 38 c. Poor (P) - Severe signal distortion and much lower signal amplitude with a 39 decrease in signal velocity of 20% or more. 40 41 d. No Signal (NS) - No signal was received. 42 43 e. Water (W) - A measured signal velocity of nominally V = 4,800 to 5,000 44 fps. 45 46 All QA test reports will provide a recommendation to accept the shaft as-is, 47 recommendation for further review by the Engineer, or will provide a plan for further 48 testing, investigation or repair to address any deficiencies identified by the testing. 49 50 6-19.3(9)E Additional CSL Testing 51 This section, including title, is revised to read: 52

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1 6-19.3(9)E Vacant 2 3 6-19.3(9)I Requirements for CSL Access Tubes and Cored Holes After CSL 4 Testing 5 This section’s title is revised to read: 6 7 6-19.3(9)I Requirements for Access Tubes and Cored Holes After CSL 8 Testing 9 10 6-19.4 Measurement 11 This section is revised to read: 12 13 Constructing shafts will be measured by the linear foot. The linear foot measurement 14 will be calculated using the top of shaft elevation and the bottom of shaft elevation for 15 each shaft as shown in the Plans. 16 17 Rock excavation for shaft, including haul, will be measured by the linear foot of shaft 18 excavated. The linear feet measurement will be computed using the top of the rock line, 19 defined as the highest bedrock point within the shaft diameter, and the bottom elevation 20 shown in the Plans. 21 22 QA shaft test will be measured once per shaft tested. 23 24 6-19.5 Payment 25 This section is revised to read: 26 27 Payment will be made for the following Bid items when they are included in the 28 Proposal: 29 30 “Constructing___Diam. Shaft”, per linear foot. 31 The unit Contract price per linear foot for “Constructing___Diam. Shaft” shall be full 32 pay for performing the Work as specified, including: 33 34 1. Soil excavation for shaft, including all costs in connection with furnishing, 35 mixing, placing, maintaining, containing, collecting, and disposing of all 36 mineral, synthetic and water slurry, and disposing of groundwater 37 collected by the excavated shaft. 38 39 2. Furnishing and placing temporary shaft casing, including temporary casing 40 in addition to the required casing specified in the Special Provisions, and 41 including all costs in connection with completely removing the casing after 42 completing shaft construction. 43 44 3. Furnishing permanent casing for shaft. 45 46 4. Placing permanent casing for shaft. 47 48 5. Casing shoring, including all costs in connection with furnishing and 49 installing casing shoring above the specified upper limit for casing shoring 50 but necessary to provide for sufficient water head pressure to resist 51 artesian water pressure present in the shaft excavation, removing casing 52 shoring, and placing seals when required.

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1 2 6. Furnishing and placing steel reinforcing bar and epoxy-coated steel 3 reinforcing bar, including furnishing and installing steel reinforcing bar 4 centralizers. 5 6 7. Installation of CSL tubes or thermal wires. 7 8 8. Furnishing, placing and curing Concrete Class 4000P to the top of shaft or 9 to the construction joint at the base of the shaft-column splice zone as 10 applicable. 11 12 Payment for “Constructing___Diam. Shaft” will be made upon Engineer acceptance 13 of the shaft, including completion of satisfactory QA shaft tests as applicable. 14 15 “Rock Excavation For Shaft Including Haul”, per linear foot. 16 When rock excavation is encountered, payment for rock excavation is in addition to 17 the unit Contract price per linear foot for “Constructing___Diam. Shaft” 18 19 “Shoring Or Extra Excavation Cl. A - ___”, lump sum. 20 The lump sum Contract price for “Shoring Or Extra Excavation Cl. A - ___” shall be 21 full pay for performing the Work as specified, including all costs in connection with 22 all excavation outside the limits specified for soil and rock excavation for shaft 23 including haul, all temporary telescoping casings, and all temporary casings beyond 24 the limits of required temporary casing specified in the Special Provisions. 25 26 “QA Shaft Test”, per each. 27 The unit Contract price per each for “QA Shaft Test” shall be full pay for performing 28 the Work as specified, including operating all associated accessories necessary to 29 record and process data and develop the summary QA test reports. Section 1-04.6 30 does not apply to this bid item. 31 32 “Removing Shaft Obstructions”, estimated. 33 Payment for removing, breaking-up, or pushing aside shaft obstructions, as defined 34 in Section 6-19.3(3)E, will be made for the changes in shaft construction methods 35 necessary to deal with the obstruction. The Contractor and the Engineer shall 36 evaluate the effort made and reach agreement on the equipment and employees 37 utilized, and the number of hours involved for each. Once these cost items and 38 their duration have been agreed upon, the payment amount will be determined 39 using the rate and markup methods specified in Section 1-09.6. For the purpose of 40 providing a common proposal for all Bidders, the Contracting Agency has entered 41 an amount for the item “Removing Shaft Obstructions” in the Bid Proposal to 42 become a part of the total Bid by the Contractor. 43 44 If drilled shaft tools, cutting teeth, casing or Kelly bar is damaged as a result of the 45 obstruction removal work, the Contractor will be compensated for the costs to 46 repair this equipment in accordance with Section 1-09.6. 47 48 If shaft construction equipment is idled as a result of the Work required to deal with 49 the obstruction and cannot be reasonably reassigned within the project, then 50 standby payment for the idled equipment will be added to the payment calculations. 51 If labor is idled as a result of the Work required to deal with the obstruction and 52 cannot be reasonably reassigned within the project, then all labor costs resulting

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1 from Contractor labor agreements and established Contractor policies will be added 2 to the payment calculations. 3 4 The Contractor shall perform the amount of obstruction Work estimated by the 5 Contracting Agency within the original time of the Contract. The Engineer will 6 consider a time adjustment and additional compensation for costs related to the 7 extended duration of the shaft construction operations, provided: 8 9 1. The dollar amount estimated by the Contracting Agency has been 10 exceeded, and 11 12 2. The Contractor shows that the obstruction removal Work represents a 13 delay to the completion of the project based on the current progress 14 schedule provided in accordance with Section 1-08.3. 15 16 17 Section 7-02, Culverts 18 August 1, 2016

19 7-02.2 Materials 20 The following three new items are inserted after the item “Aggregate for Portland Cement 21 Concrete: 22 23 Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 24 Butyl Rubber Sealant 9-04.11 25 External Sealing Band 9-04.12 26 27 The last paragraph is deleted. 28 29 7-02.3(6) Precast Reinf. Conc. Three Sided Structures, Box Culverts and Split 30 Box Culverts 31 This section is supplemented with the following new paragraph: 32 33 When the Plans include a complete set of design details for a Structure (defining panel 34 shapes and dimensions, concrete strength requirements, and steel reinforcing bar, joint, 35 and connection details), the design and load rating preparation and calculation submittal 36 requirements of Sections 7-02.3(6)A1 and 7-02.3(6)A2 do not apply for the components 37 shown in the Plans, but all other requirements of this Section remain in effect. The 38 Contractor may propose alternate concrete culvert designs, accommodating the same 39 rise, span, and length as shown in the Plans, to replace the Structure details shown in 40 the Plans. If an alternate concrete culvert design is proposed, all of the requirements of 41 this Section, including design and load rating preparation and calculation submittal, 42 apply. 43 44 7-02.3(6)A General 45 This section is supplemented with the following two new paragraphs: 46 47 Tolerances for PRCTSS shall be as follows: 48 49 1. Internal Dimensions – The internal dimension shall not vary more than 1 50 percent or 2 inches, whichever is less, from the Plan dimensions. The haunch 3 51 dimensions shall not vary more than ⁄4 inch from the Plan dimensions.

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1 2 2. Slab and Wall Thickness – The slab and wall thickness shall not be less than 3 that shown in the Plans by more than 5 percent or ½ inch, whichever is 4 greater. A thickness more than that required in the Plans will not be a cause for 5 rejection if proper joining is not affected. 6 7 3. Length of Opposite Surfaces – Variations in lengths of two opposite surfaces of 3 8 the three-sided section shall not be more than ⁄4 inch unless beveled sections 9 are being used to accommodate a curve in the alignment. 10 11 4. Reinforcing steel placement shall meet the tolerances specified in Section 6- 12 02.3(24)C. 13 14 Tolerances for PRCBC and PRCSBC shall be as follows: 15 16 1. Internal Dimensions – The internal dimensions shall not vary more than 1 17 percent from the Plan dimensions. If haunches are used, the haunch 18 dimensions shall not vary more than ¼ inch from the Plan dimensions. 19 20 2. Slab and Wall Thickness – The slab and wall thickness shall not be less than 3 21 that shown in the Plans by more than 5 percent or ⁄16 inch, whichever is 22 greater. A thickness more than that required in the Plans will not be a cause for 23 rejection. 24 25 3. Length of Opposite Box Segments – Variations in lengths of two opposite 1 26 surfaces of the box segments shall not be more than ⁄8 inch per foot of internal 5 27 span, with a maximum of ⁄8 inch for all sizes through 7 feet internal span, and 28 a maximum of ¾ inch for internal spans greater than 7 feet, except where 29 beveled sections are being used to accommodate a curve in the alignment. 30 31 4. Length of Box Segments – The underrun in length of a segment shall not be 1 1 32 more than ⁄8 inch per foot of length with a maximum of ⁄2 inch in any box 33 segment. 34 35 5. Length of Legs and Slabs – The variation in length of the legs shall not be 1 5 36 more than ⁄8 inch per foot of the rise of the leg per leg with a maximum of ⁄8 37 inches. The differential length between opposing legs of the same segment 1 38 shall not be more than ⁄2 inch. Length of independent top slab spans shall not 1 39 vary by more than ⁄8 inch per foot of span of the top slab, with a maximum of 5 40 ⁄8 inches. 41 42 6. Reinforcing steel placement shall meet the tolerances specified in Section 6- 43 02.3(24)C. 44 45 This section is supplemented with the following new subsection: 46 47 7-02.3(6)A5 Wingwalls and Retaining Walls 48 Wingwalls and retaining walls (including cutoff walls and headwalls) shall be constructed 49 in accordance with the Contractor’s design and Working Drawing submittal or when the 50 Plans include a complete set of design details for a wall (defining panel shapes and 51 dimensions, concrete strength requirements, and steel reinforcing bar, joint, and 52 connection details),the details shown in the Plans.

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1 2 Precast concrete construction shall conform to Sections 6-02.3(28) and 6-11.3(3). 3 4 Culvert bedding material shall be furnished, placed, and compacted in accordance with 5 Section 7-02.3(6)A4. 6 7 7-02.3(6)A1 Design Criteria 8 The first sentence of the last paragraph is revised to read: 9 10 Whenever the minimum finished backfill or surfacing depth above the top of the 11 Structure is less than 1’-0” (except when the top of the Structure is directly exposed to 12 vehicular traffic), either all steel reinforcing bars in the span unit shall be epoxy-coated 13 with 2" minimum concrete cover from the face of concrete to the face of the top mat of 14 steel reinforcing bars, or the minimum concrete cover shall be 2½". 15 16 The last sentence of the last paragraph is revised to read: 17 18 Concrete cover from the face of any concrete surface to the face of any steel 19 reinforcement shall be 1-inch minimum end clearance at all joints, and 2-inches 20 minimum at all other locations. 21 22 7-02.3(6)A2 Submittals 23 The first paragraph is revised to read: 24 25 The Contractor shall submit shop drawings of the precast Structures. Fabrication shop 26 drawings replicating complete design details when shown in the Plans shall be Type 2 27 Working Drawings. Submittals completing the design based on the schematic 28 geometric requirements shown in the Plans, or proposing a Contractor designed 29 alternative concrete culvert Structure shall be Type 2E Working Drawings with 30 supporting design calculations. 31 32 The last paragraph is revised to read: 33 34 For precast Structures with a span length greater than 20-feet (as defined in Section 7- 35 02.3(6)A1), except when the depth of fill above the top of culvert exceeds the Structure 36 span length, a Type 2E Working Drawing shall be submitted consisting of a load rating 37 report prepared in accordance with the AASHTO Manual for Bridge Evaluation and 38 WSDOT Bridge Design Manual LRFD M 23-50 Chapter 13. Soil pressures used shall 39 include effects from the backfill material and compaction methods, and shall be in 40 accordance with the WSDOT Geotechnical Design Manual M 46-03 and the 41 geotechnical report prepared for the project. 42 43 7-02.3(6)A3 Casting 44 This section is revised to read: 45 46 Concrete shall conform to Section 6-02.3(28)B, with a 28-day compressive strength as 47 specified in the Plans or the Working Drawings submittal. 48 49 7-02.3(6)A4 Excavation and Bedding Preparation 50 The last paragraph is revised to read: 51

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1 The upper layer of bedding course shall be a 6-inch minimum thickness layer of culvert 2 bedding material, defined as granular material either conforming to Section 9-03.12(3) 3 or to AASHTO Grading No. 57 as specified in Section 9-03.1(4)C. The plan limits of the 4 culvert bedding material shall extend 1-foot beyond the plan limits of the culvert or the 5 Structure footing as applicable. The culvert bedding material shall be compacted in 6 accordance with the Section 2-09.3(1)E requirements for gravel backfill for drains. After 7 compaction, the culvert bedding material shall be screeded transversely to the specified 8 line and grade. Voids in the screeded culvert bedding material shall be filled and then 9 rescreeded prior to erecting the precast Structure. 10 11 7-02.3(6)B3 Erection 12 The following sentence is inserted after the first sentence of the last paragraph: 13 14 The weld-tie anchor spacing shall not exceed 6’-0”. 15 16 The last sentence of the last paragraph is revised to read: 17 18 Keyways shall be filled with grout conforming to Section 9-20.3(2). 19 20 7-02.3(6)C1 Casting 21 This section is revised to read: 22 23 PRCSBC shall consist of lid elements and “U” shaped base elements. The vertical legs 24 of the “U” shaped base elements shall be full height matching the rise of the culvert, 25 except as otherwise specified for culvert spans greater than 20-feet. For PRCSBC 26 spans greater than 20-feet (as defined in Section 7-02.3(6)A1), the lid elements may 27 include vertical legs of a maximum length of 4-feet. 28 29 All vertical and horizontal joints of PRCBC and PRCSBC elements shall be tongue and 30 groove type joints, except PRCBC and PRCSBC of 20-foot span or less may have 31 keyway joints connected by weld-tie anchors in accordance with Section 6-02.3(25)O. 32 The weld-tie anchor spacing shall not exceed 6’-0”. There shall be at least two 33 galvanized steel tie plates across each top unit tongue and groove joint and each 34 tongue and groove joint between upper and lower units, unless otherwise shown in the 35 Plans or required by the seismic designed completed in accordance with Section 7- 36 02.3(6)A1. 37 38 7-02.3(6)C3 Erection 39 This section is revised to read: 40 41 PRCBC and PRCSBC shall be erected and backfilled in accordance with the erection 42 sequence specified in the Working Drawing submittal, and the construction equipment 43 restrictions specified in Section 6-02.3(25)O. 44 45 The Contractor shall install a continuous strip of butyl rubber sealant within all tongue 46 and groove joints prior to connecting the precast elements together. The butyl rubber 1 1 47 sealant shall have a minimum cross section of ⁄2-inch by 1 ⁄2-inch, unless otherwise 48 shown in the Plans. 49 50 After connecting the joints with weld-tie anchors, the Contractor shall paint the exposed 51 metal surfaces with one coat of field primer conforming to Section 9-08.1(2)F. Keyways 52 shall be filled with grout conforming to Section 9-20.3(2).

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1 2 The Contractor shall wrap all exterior joints along the top and sides of the PRCBC and 3 PRCSBC with a 12-inch wide strip of external sealing band centered about the joint and 4 adhesively bonded to the concrete surface. 5 6 Backfill beside the PRCBC and PRCSBC shall be brought up in sequential layers, 7 compacted concurrently. The difference in backfill height on opposing sides of the 8 Structure shall not exceed 2-feet. 9 10 7-02.4 Measurement 11 This section is supplemented with the following: 12 13 Culvert bedding material will be measured by the cubic yard of material placed. 14 15 7-02.5 Payment 16 This section is supplemented with the following: 17 18 “Culvert Bedding Material”, per cubic yard. 19 20 Section 8-01, Erosion Control and Water Pollution Control 21 August 1, 2016

22 8-01.2 Materials 23 This section is supplemented with the following new paragraph: 24 25 Recycled concrete, in any form, shall not be used for any Work defined in Section 8-01. 26 27 8-01.3(7) Stabilized Construction Entrance 28 The last sentence of the first paragraph is revised to read: 29 30 Material used for stabilized construction entrance shall be free of extraneous materials 31 that may cause or contribute to track out. 32 33 8-01.3(8) Street Cleaning 34 This section is revised to read: 35 36 Self-propelled street sweepers shall be used to remove and collect sediment and other 37 debris from the Roadway, whenever required by the Engineer. The street sweeper shall 38 effectively collect these materials and prevent them from being washed or blown off the 39 Roadway or into waters of the State. Street sweepers shall not generate fugitive dust 40 and shall be designed and operated in compliance with applicable air quality standards. 41 42 Material collected by the street sweeper shall be disposed of in accordance with Section 43 2-03.3(7)C. 44 45 Street washing with water will require the concurrence of the Engineer. 46

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1 Section 8-10, Guide Posts 2 January 4, 2016

3 8-10.3 Construction Requirements 4 The last sentence of the second paragraph is deleted. 5 6 Section 8-11, Guardrail 7 August 1, 2016

8 8-11.3(1)F Removing and Resetting Beam Guardrail 9 The last sentence of the first paragraph is deleted. 10 11 8-11.5 Payment 12 The paragraph following the Bid item “Removing and Resetting Beam Guardrail”, per linear 13 foot is revised to read: 14 15 The unit Contract price per linear foot for “Removing and Resetting Beam Guardrail” 16 shall be full payment for all costs to perform the Work as described in Section 8- 17 11.3(1)F, except for replacement posts and blocks. 18 19 The paragraph following the Bid item “Raising Existing Beam Guardrail”, per linear foot is 20 revised to read: 21 22 The unit Contract price per linear foot for “Raising Existing Beam Guardrail” shall be full 23 payment for all costs to perform the Work as described in Section 8-11.3(1)E, except for 24 replacement posts and blocks. 25 26 Section 8-20, Illumination, Traffic Signal Systems, Intelligent Transportation 27 Systems, and Electrical 28 April 4, 2016

29 8-20.3(5)A General 30 The last paragraph is revised to read: 31 32 Immediately after the sizing mandrel has been pulled through, install an equipment 33 grounding conductor if applicable (see Section 8-20.3(9)) and any new or existing wire 34 or cable as specified in the Plans. Where conduit is installed for future use, install a 35 200-pound minimum tensile strength pull string with the equipment grounding 36 conductor. The pull string shall be attached to duct plugs or caps at both ends of the 37 conduit. 38 39 8-20.3(5)A1 Fiber Optic Conduit 40 The last paragraph is deleted. 41 42 8-20.3(5)D Conduit Placement 43 Item number 2 is revised to read: 44 45 2. 24-inches below the top of the untreated surfacing on a Roadbed. 46 47 8-20.3(9) Bonding, Grounding 48 The following two new paragraphs are inserted after the first paragraph:

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1 2 Install an equipment grounding conductor in all new conduit, whether or not the 3 equipment grounding conductor is called for in the wire schedule. 4 5 For each new conduit with innerduct install an equipment grounding conductor in only 6 one of the innerducts unless otherwise required by the NEC or the Plans. 7 8 The fourth paragraph (after the preceding Amendments are applied) is revised to read: 9 10 Bonding jumpers and equipment grounding conductors meeting the requirements of 11 Section 9-29.3(2)A3 shall be minimum #8 AWG, installed in accordance with the NEC. 12 Where existing conduits are used for the installation of new circuits, an equipment 13 grounding conductor shall be installed unless an existing equipment ground conductor, 14 which is appropriate for the largest circuit, is already present in the existing raceway. 15 The equipment ground conductor between the isolation switch and the sign lighter 16 fixtures shall be minimum #14 AWG stranded copper conductor. Where parallel circuits 17 are enclosed in a common conduit, the equipment-grounding conductor shall be sized 18 by the largest overcurrent device serving any circuit contained within the conduit. 19 20 The second sentence of the fifth paragraph (after the preceding Amendments are applied) is 21 revised to read: 22 23 A non-insulated stranded copper conductor, minimum #8 AWG with a full circle crimp 24 on connector (crimped with a manufacturer recommended crimper) shall be connected 25 to the junction box frame or frame bonding stud, the other end shall be crimped to the 26 equipment bonding conductor, using a “C” type crimp connector. 27 28 The last two sentences of the sixth paragraph (after the preceding Amendments are applied) 29 are revised to read: 30 31 For light standards, signal standards, cantilever and sign bridge Structures the 32 supplemental grounding conductor shall be #4 AWG non-insulated stranded copper 33 conductor. For steel sign posts which support signs with sign lighting or flashing 34 beacons the supplemental grounding conductor shall be #6 AWG non insulated 35 stranded copper conductor. 36 37 The fourth to last paragraph is revised to read: 38 39 Install a two grounding electrode system at each service entrance point, at each 40 electrical service installation and at each separately derived power source. The service 41 entrance grounding electrode system shall conform to the “Service Ground” detail in the 42 Standard Plans. If soil conditions make vertical grounding electrode installation 43 impossible an alternate installation procedure as described in the NEC may be used. 44 Maintain a minimum of 6 feet of separation between any two grounding electrodes 45 within the grounding system. Grounding electrodes shall be bonded copper, ferrous 46 core materials and shall be solid rods not less than 10 feet in length if they are ½ inch in 47 diameter or not less than 8 feet in length if they are ⅝ inch or larger in diameter. 48

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1 Section 8-22, Pavement Marking 2 January 4, 2016

3 8-22.4 Measurement 4 The first two sentences of the fourth paragraph are revised to read: 5 6 The measurement for “Painted Wide Lane Line”, “Plastic Wide Lane Line”, “Profiled 7 Plastic Wide Lane Line”, “Painted Barrier Center Line”, “Plastic Barrier Center Line”, 8 “Painted Stop Line”, “Plastic Stop Line”, “Painted Wide Dotted Entry Line”, or “Plastic 9 Wide Dotted Entry Line” will be based on the total length of each painted, plastic or 10 profiled plastic line installed. No deduction will be made for the unmarked area when the 11 marking includes a broken line such as, wide broken lane line, drop lane line, wide 12 dotted lane line or wide dotted entry line. 13 14 8-22.5 Payment 15 The following two new Bid items are inserted after the Bid item “Plastic Crosshatch Marking”, 16 per linear foot: 17 18 “Painted Wide Dotted Entry Line”, per linear foot. 19 20 “Plastic Wide Dotted Entry Line”, per linear foot. 21 22 Section 9-03, Aggregates 23 August 1, 2016

24 9-03.1(1) General Requirements 25 This first paragraph is supplemented with the following: 26 27 Reclaimed aggregate may be used if it complies with the specifications for Portland 28 Cement Concrete. Reclaimed aggregate is aggregate that has been recovered from 29 plastic concrete by washing away the cementitious materials. 30 31 9-03.1(2) Fine Aggregate for Portland Cement Concrete 32 This section is revised to read: 33 34 Fine aggregate shall consist of natural sand or manufactured sand, or combinations 35 thereof, accepted by the Engineer, having hard, strong, durable particles free from 36 adherent coating. Fine aggregate shall be washed thoroughly to meet the specifications. 37 38 9-03.1(2)A Deleterious Substances 39 This section is revised to read: 40 41 The amount of deleterious substances in the washed aggregate shall be tested in 42 accordance with AASHTO M 6 and not exceed the following values: 43 44 Material finer than No. 200 Sieve 2.5 percent by weight 45 Clay lumps and friable particles 3.0 percent by weight 46 Coal and lignite 0.25 percent by weight 47 Particles of specific gravity less than 2.00 1.0 percent by weight. 48

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1 Organic impurities shall be tested in accordance with AASHTO T 21 by the glass 2 color standard procedure and results darker than organic plate no. 3 shall be 3 rejected. A darker color results from AASHTO T 21 may be used provided that 4 when tested for the effect of organic impurities on strength of mortar, the relative 5 strength at 7 days, calculated in accordance with AASHTO T 71, is not less than 95 6 percent. 7 8 9-03.1(4) Coarse Aggregate for Portland Cement Concrete 9 This section is revised to read: 10 11 Coarse aggregate for concrete shall consist of gravel, crushed gravel, crushed stone, or 12 combinations thereof having hard, strong, durable pieces free from adherent coatings. 13 Coarse aggregate shall be washed to meet the specifications. 14 15 9-03.1(4)A Deleterious 16 This section, including title, is revised to read: 17 18 9-03.1(4)A Deleterious Substances 19 The amount of deleterious substances in the washed aggregate shall be tested in 20 accordance with AASHTO M 80 and not exceed the following values: 21 22 Material finer than No. 200 1.01 percent by weight 23 Clay lumps and Friable Particles 2.0 percent by weight 24 Shale 2.0 percent by weight 25 Wood waste 0.05 percent by weight 26 Coal and Lignite 0.5 percent by weight 27 Sum of Clay Lumps, Friable Particles, and 28 Chert (Less Than 2.40 specific gravity SSD) 3.0 percent by weight 29 30 1If the material finer than the No. 200 sieve is free of clay and shale, this 31 percentage may be increased to 1.5. 32 33 9-03.1(4)C Grading 34 The following new sentence is inserted at the beginning of the last pargraph: 35 36 Where coarse aggregate size 467 is used, the aggregate may be furnished in at least 37 two separate sizes. 38 39 9-03.1(5) Combined Aggregate Gradation for Portland Cement Concrete 40 This section is revised to read: 41 42 As an alternative to using the fine aggregate sieve grading requirements in Section 9- 43 03.1(2)B, and coarse aggregate sieve grading requirements in Section 9-03.1(4)C, a 44 combined aggregate gradation conforming to the requirements of Section 9-03.1(5)A 45 may be used. 46 47 9-03.1(5)A Deleterious Substances 48 This section is revised to read: 49 3 50 The amount of deleterious substances in the washed aggregates ⁄8 inch or larger shall 51 not exceed the values specified in Section 9-03.1(4)A and for aggregates smaller than 3 52 ⁄8 inch they shall not exceed the values specified in Section 9-03.1(2)A.

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1 2 9-03.1(5)B Grading 3 The first paragraph is deleted. 4 5 9-03.8(7) HMA Tolerances and Adjustments 6 In the table in item 1, the last column titled “Commercial Evaluation” is revised to read 7 “Visual Evaluation”. 8 9 9-03.11(1) Streambed Sediment 10 The following three new sentences are inserted after the first sentence of the first paragraph: 11 12 Alternate gradations may be used if proposed by the Contractor and accepted by the 13 Engineer. The Contractor shall submit a Type 2 Working Drawing consisting of 0.45 14 power maximum density curve of the proposed gradation. The alternate gradation shall 15 closely follow the maximum density line and have Nominal Aggregate Size of no less 16 than 1½ inches or no greater than 3 inches. 17 18 9-03.21(1)B Concrete Rubble 19 This section, including title, is revised to read: 20 21 9-03.21(1)B Recycled Concrete Aggregate 22 Recycled concrete aggregates are coarse aggregates manufactured from hardened 23 concrete mixtures. Recycled concrete aggregate may be used as coarse aggregate or 24 blended with coarse aggregate for Commercial Concrete. Recycled concrete aggregate 25 shall meet all of the requirements for coarse aggregate contained in Section 9-03.1(4) 26 or 9-03.1(5). In addition to the requirements of Section 9-03.1(4) or 9-03.1(5), recycled 27 concrete shall: 28 29 1. Contain an aggregated weight of less than 1 percent of adherent fines, 30 vegetable matter, plastics, plaster, paper, gypsum board, metals, fabrics, 31 wood, tile, glass, asphalt (bituminous) materials, brick, porcelain or other 32 deleterious substance(s) not otherwise noted; 33 2. Be free of harmful components such as chlorides and reactive materials unless 34 mitigation measures are taken to prevent recurrence in the new concrete; 35 3. Have an absorption of less than 10 percent when tested in accordance with 36 AASHTO T 85. 37 38 Recycled concrete aggregate shall be in a saturated condition prior to mixing. 39 40 Recycled concrete aggregate shall not be placed below the ordinary high water mark of 41 any water of the State. 42 43 9-03.21(1)D Recycled Steel Furnace Slag 44 This section title is revised to read: 45 46 Steel Furnace Slag 47 48 9-03.21(1)E Table on Maximum Allowable Percent (By Weight) of Recycled 49 Material 50 The following new row is inserted after the second row: 51

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Coarse Aggregate for Commercial Concrete 9-03.1(4) 0 100 0 0 1 2 3 Section 9-04, Joint and Crack Sealing Materials 4 August 1, 2016

5 This section is supplemented with the following two new subsections: 6 7 9-04.11 Butyl Rubber Sealant 8 Butyl rubber sealant shall conform to ASTM C 990. 9 10 9-04.12 External Sealing Band 11 External sealing band shall by Type III B conforming to ASTM C 877. 12 13 9-04.2(1) Hot Poured Joint Sealants 14 This section’s content is deleted and replaced with the following new subsections: 15 16 9-04.2(1)A Hot Poured Sealant 17 Hot poured sealant shall be sampled in accordance with ASTM D5167 and tested in 18 accordance with ASTM D5329. 19 20 9-04.2(1)A1 Hot Poured Sealant for Cement Concrete Pavement 21 Hot poured sealant for cement concrete pavement shall meet the requirements of 22 ASTM D6690 Type IV, except for the following: 23 24 1. The Cone Penetration at 25°C shall be 130 maximum. 25 26 2. The extension for the Bond, non-immersed, shall be 100 percent. 27 28 9-04.2(1)A2 Hot Poured Sealant for Bituminous Pavement 29 Hot poured sealant for bituminous pavement shall meet the requirements of ASTM 30 D6690 Type I or Type II. 31 32 9-04.2(1)B Sand Slurry for Bituminous Pavement 33 Sand slurry is mixture consisting of the following components measured by total weight: 34 35 1. Twenty percent CSS-1 emulsified asphalt, 36 37 2. Two percent portland cement, and 38 39 3. Seventy-eight percent fine aggregate meeting the requirements of 9-03.1(2)B 40 Class 2. Fine aggregate may be damp (no free water). 41 42 9-04.2(2) Poured Rubber Joint Sealer 43 The last paragraph is deleted. 44 45 9-04.4(1) Rubber Gaskets for Aluminum or Steel Drain Pipe 46 “AASHTO M198” is revised to read “ASTM C 990”. 47 48 9-04.4(3) Gaskets for Aluminum or Steel Culvert or Storm Sewer Pipe 49 In the last sentence, “AASHTO M198” is revised to read “ASTM C 990”.

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1 2 Section 9-07, Reinforcing Steel 3 August 1, 2016

4 9-07.1(1)A Acceptance of Materials 5 The first sentence of the first paragraph is revised to read: 6 7 Reinforcing steel rebar manufacturers shall comply with the National Transportation 8 Product Evaluation Program (NTPEP) Work Plan for Reinforcing Steel (rebar) 9 Manufacturers. 10 11 The first sentence of the second paragraph is revised to read: 12 13 Steel reinforcing bar manufacturers use either English or a Metric size designation while 14 stamping rebar. 15 16 9-07.1(2) Bending 17 The first two sentences of the first paragraph are deleted and replaced with the following two 18 new sentences: 19 20 Steel reinforcing bars shall be cut and bent cold to the shapes shown on the Plans. 21 Fabrication tolerances shall be in accordance with ACI 315. 22 23 Section 9-10, Piling 24 August 1, 2016

25 9-10.3 Cast-In-Place Concrete Piling 26 This section is revised to read: 27 28 Reinforcement for cast-in-place concrete piles shall conform to Section 9-07.2. 29 30 Section 9-35, Temporary Traffic Control Materials 31 August 1, 2016

32 9-35.12 Transportable Attenuator 33 The second sentence of the first paragraph is revised to read: 34 35 The transportable attenuator shall be mounted on, or attached to, a host vehicle that 36 complies with the manufacturer’s recommended weight range. 37 38 39

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1 SPECIAL PROVISIONS 2 3 The following Special Provisions are made a part of this contract and supersede any 4 conflicting provisions of the 2016 Standard Specifications for Road, Bridge and Municipal 5 Construction, and the foregoing Amendments to the Standard Specifications. 6 7 Several types of Special Provisions are included in this contract; General, Region, Bridges 8 and Structures, and Project Specific. Special Provisions types are differentiated as follows: 9 10 (date) General Special Provision 11 (******) Notes a revision to a General Special Provision 12 and also notes a Project Specific Special 13 Provision. 14 (Regions1 date) Region Special Provision 15 (BSP date) Bridges and Structures Special Provision 16 17 General Special Provisions are similar to Standard Specifications in that they typically 18 apply to many projects, usually in more than one Region. Usually, the only difference from 19 one project to another is the inclusion of variable project data, inserted as a “fill-in”. 20 21 Region Special Provisions are commonly applicable within the designated Region. Region 22 designations are as follows: 23 24 Regions1 25 ER Eastern Region 26 NCR North Central Region 27 NWR Northwest Region 28 OR Olympic Region 29 SCR South Central Region 30 SWR Southwest Region 31 32 WSF Washington State Ferries Division 33 34 Bridges and Structures Special Provisions are similar to Standard Specifications in that 35 they typically apply to many projects, usually in more than one Region. Usually, the only 36 difference from one project to another is the inclusion of variable project data, inserted as a 37 “fill-in”. 38 39 Project Specific Special Provisions normally appear only in the contract for which they 40 were developed. 41 42 Division 6 43 Structures 44 45 Concrete Structures 46 47 Materials 48 49 Section 6-02.2 is supplemented with the following: 50

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1 (April 1, 2013) 2 Resin Bonded Anchors 3 The resin bonded anchor system shall include the nut, washer, and threaded anchor rod 4 which is installed into hardened concrete with a resin bonding material. 5 6 Resin bonding material used in overhead and horizontal application shall be specifically 7 recommended by the resin manufacturer for those applications. 8 9 Resin bonding material used in submerged liquid environment shall be specifically 10 recommended by the resin manufacturer for this application. 11 12 The resin bonded anchor system shall conform to the following requirements: 13 14 1. Threaded Anchor Rod and Nuts 15 Threaded anchor rods shall conform to ASTM A 193 Grade B7 or ASTM A 449, 16 except as otherwise noted, and be fully threaded. Threaded anchor rods for 17 stainless steel resin bonded anchor systems shall conform to ASTM F 593 and 18 shall be Type 304 unless otherwise specified. 19 20 Nuts shall conform to ASTM A 563, Grade DH, except as otherwise noted. 21 Nuts for stainless steel resin bonded anchor systems shall conform to ASTM F 22 594 and shall be Type 304 unless otherwise specified. 23 24 Washers shall conform to ASTM F 436, and shall meet the same requirements 25 as the supplied anchor rod, except as otherwise noted. Washers for stainless 26 steel resin bonded anchor systems shall conform to ASTM A 240 and the 27 geometric requirements of ASME B18.21.1 and shall be Type 304 Stainless 28 Steel unless otherwise specified. 29 30 Nuts and threaded anchor rods, except those manufactured of stainless steel, 31 shall be galvanized in accordance with AASHTO M 232. Galvanized threaded 32 anchor rods shall be tested for embrittlement after galvanizing, in accordance 33 with Section 9-29.6(5). 34 35 Threaded anchor rods used with resin capsules shall have the tip of the rod 36 chiseled in accordance with the resin capsule manufacturer's 37 recommendations. Galvanized threaded rods shall have the tip chiseled prior 38 to galvanizing. 39 40 2. Resin Bonding Material 41 Resin bonding material shall be a two component epoxy resin conforming to 42 Type IV ASTM C 881 or be one of the following: 43 44 a. Vinyl ester resin. 45 46 b. Polyester resin. 47 48 c. Methacrylate resin. 49 50 51 52 3. Ultimate Anchor Tensile Capacity

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1 Resin bonded anchors shall be tested in accordance with ASTM E 488 to have 2 the following minimum ultimate tensile load capacity when installed in concrete 3 having a maximum compressive strength of 6000 pounds per square inch (psi) 4 at the embedment specified below: 5 Anchor Tensile Embedment Diameter (inch) Capacity (lbs.) (inch) 3/8 7,800 3-3/8 1/2 12,400 4-1/2 5/8 19,000 5-5/8 3/4 27,200 6-3/4 7/8 32,000 7-7/8 1 41,000 9 1-1/4 70,000 11-1/4 6 7 8 The Contractor shall submit items 1 and 2 below to the Engineer for all resin bonded 9 anchor systems. If the resin bonded anchor system and anchor diameter are not listed 10 in the current WSDOT Qualified Products List, the Contractor shall also submit item 3 11 below to the Engineer. 12 13 For resin bonded anchor systems that are installed in a submerged liquid environment 14 the Contractor shall submit items 1, 2, and 4 below. If the resin bonded anchor system 15 and anchor diameter are not listed in the current WSDOT Qualified Products List, the 16 Contractor shall also submit item 3 below to the Engineer. 17 18 1 The resin manufacturer's written installation procedure for the anchors. 19 20 2. The manufacturer's certificate of compliance for the threaded anchor rod 21 certifying that the anchor rod meets these requirements. 22 23 3. Test results by an independent laboratory certifying that the threaded anchor 24 rod system meets the ultimate anchor tensile load capacity specified in the 25 above table. The tests shall be performed in accordance with ASTM E 488. 26 27 4. For threaded anchors intended to be installed in submerged liquid 28 environments the Contractor shall submit tests performed by an independent 29 laboratory within the past 24 months which certifies that anchors installed in a 30 submerged environment meet the strength requirements specified in the above 31 table. 32 33 (December 2, 2002) 34 Epoxy Bonding Agent For Surfaces And For Steel Reinforcing Bar Dowels 35 Epoxy bonding agent for surfaces shall be Type II, as specified in Section 9-26.1. 36 Epoxy bonding agent for steel reinforcing bar dowels shall be either Type I or Type IV, 37 as specified in Section 9-26.1. The grade and class of epoxy bonding agent shall be as 38 recommended by the resin manufacturer and approved by the Engineer. 39

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1 (December 2, 2002) 2 Epoxy Mortar 3 Epoxy mortar shall be composed of one part of epoxy bonding agent, Type III, as 4 specified in Section 9-26.1, and two parts of clean, fine grained sand, by volume. The 5 grade and class of epoxy bonding agent shall be as recommended by the resin 6 manufacturer and approved by the Engineer. 7 8 (******) 9 Fractured Fin Finish 10 The fractured fin finish shall be accomplished by the use of either a form liner selected 11 from the approved products listed in the WSDOT Qualified Products List (QPL), latest 12 edition, or a form liner accepted by the Engineer as an equal product. 13 14 For acceptance of form liners not listed in the current WSDOT QPL, the Contractor shall 15 submit a request, consisting of one set of working drawings with catalogue cuts, 16 accompanied by a 2 foot square physical sample of the form liner to the Engineer. 17 18 The height of the form liner shall be equal to or greater than the height of the formed 19 surface. Only elastomeric form liners are allowed to have horizontal splices. 20 21 (******) 22 Variable Depth Random Board Finish and 3/4 Inch Random Board Finish 23 The variable depth random board finish and the 3/4 inch random board finish shall be 24 accomplished by the use of either a form liner selected from the approved products 25 listed in the WSDOT Qualified Products List (QPL), latest edition, or a form liner 26 accepted by the Engineer as an equal product. For acceptance of form liners not listed 27 in the current WSDOT QPL, the Contractor shall submit a request, consisting of one set 28 of working drawings with catalogue cuts, accompanied by a 2 foot square physical 29 sample of the form liner to the Engineer. 30 31 The variable depth finish shall utilize an elastomeric form liner, while the ¾ inch depth 32 finish shall use either an elastomeric or a plastic form liner. 33 34 The height of the form liner shall be equal to or greater than the height of the formed 35 surface. Only elastomeric form liners are allowed to have horizontal splices. 36 37 Bridge Supported Utilities 38 39 (April 30, 2001) 40 Hanger rods, and associated nuts and washers, shall conform to Section 9-06.5(1), and 41 shall be galvanized in accordance with AASHTO M 232. 42 43 Steel bars and plates shall conform to ASTM A 36 and shall be galvanized in 44 accordance with AASHTO M 111. 45 46 (August 3, 2015) 47 Horizontal strut bolts, and associated nuts and washers, shall conform to Section 9- 48 06.5(3), and shall be galvanized in accordance with AASHTO M 232. 49 50 Pre-formed fabric pads shall be composed of multiple layers of duck, impregnated and 51 bound with high quality oil resistant synthetic rubber, compressed into resilient pads. 52 The pre-formed fabric pads shall conform to latest edition of MIL C 882 and the

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1 following requirements. The number of plies shall be as required to produce the 2 specified thickness, after compression and vulcanizing. 3 4 Pre-formed fabric pads shall have a shore A hardness of 90+5 in accordance with ASTM 5 D 2240. 6 7 Pre-formed fabric pads for bridge utility supports will be accepted based on the 8 Manufacturer’s Certificate of Compliance that the material furnished conforms to these 9 specifications. 10 11 (June 26, 2000) 12 Pipe rolls or pipe saddles shall be of the type and model specified in the Plans. 13 14 (April 30, 2001) 15 Anchor straps shall conform to ASTM A 36 and shall be galvanized after fabrication in 16 accordance with AASHTO M 111. 17 18 Anchor bolts, and associated nuts and washers, shall conform to Section 9-06.5(3), and 19 shall be galvanized in accordance with AASHTO M 232. 20 21 Construction Requirements 22 23 Section 6-02.3 is supplemented with the following: 24 25 Bridge Supported Utilities 26 27 (August 3, 2015) 28 The Contractor shall furnish and install inserts for the bridge utility supports as shown in 29 the Plans. The Contractor shall verify that the hanger rods freely hang plumb in their 30 inserts, and shall make adjustments to the inserts as necessary and as accepted by the 31 Engineer prior to utility installation. 32 33 (June 26, 2000) 34 The Contractor shall furnish and install the bridge utility supports, and the utility pipe or 35 conduit pipe, as shown in the Plans. 36 37 (******) 38 Field Measuring for Retrofit Components 39 The Contractor shall field measure dimensions of existing items and members of 40 the following structures prior to preparing shop drawings for fabricated steel 41 components and assemblies: 42  Bridge No. 90/3HOV, 90/5HOV, 90/3EBT, 90/3WBT (D-2 Bridge) 43  Bridge No. 90/17R (Rainier Avenue Bridge) 44  Bridge Nos. 90/24.5R and 90/25.5R (Homer Hadley Bridge West and East 45 Approach Spans) 46  Bridge No. 90/40S (East Channel Bridge over Lake Washington) 47  Bridge 221BP (Ped Bridge over Rainier Ave) 48  Bridge 90/24LID & 90/24N (Mt. Baker Lid) 49  Bridge 90/32 (77th Ave Bridge) 50  Bridge 90/33 (80th Ave. Bridge) 51  Bridge 90/36 (Shorewood Dr. Bridge)

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1  Bridge 90/38 (E. Mercer Way Bridge) 2 3 The Contractor shall field measure dimensions of the following items: 4 5  Bridge deck width, thickness, slope, and distance from the work to the 6 adjacent girder flange(s) 7  traffic barrier height, width, and location from five feet downstation of the 8 work to five feet upstation of the work 9 10 The Contractor shall tabulate these field measured dimensions and submit them to 11 the Engineer along with the shop drawing submittals for the corresponding steel 12 components and assemblies. 13 14 (******) 15 Removing Portions of Existing Concrete 16 The Contractor shall remove portions of existing concrete required by the Work in 17 accordance with Section 2-02.3(2)A2 and as shown in the Plans. 18 19 The Contractor shall dispose of all materials removed by the demolition operations 20 in accordance with Section 2-02.3. 21 22 The Contractor shall roughen, clean, and wet the existing concrete surfaces 23 bonding to the fresh concrete in accordance with Section 6-02.3(12). 24 25 (April 6, 2015) 26 Drilling Holes and Setting Steel Reinforcing Bars, and Placing Concrete 27 The Contractor shall drill holes for, and set, steel reinforcing bars into the existing 28 concrete as shown in the Plans in accordance with Section 6-02.3(24)C as 29 supplemented in these Special Provisions. 30 31 Bridge Decks and Bridge Approach Slabs 32 33 Concrete Placement, Finishing, and Texturing 34 35 Section 6-02.3(10)D is supplemented with the following: 36 37 (August 4, 2008) 38 Repairing Slab Left Exposed After Removing Existing Curb or Sidewalk 39 The concrete exposed by the removal of the existing curb or sidewalk shall be 40 removed to a depth of 1-inch below finished grade or to the top of the existing 41 roadway deck steel reinforcing bars, whichever is less. The Contractor shall 42 not remove concrete below the top of the existing steel reinforcing bars. The 43 Contractor shall not damage the bond between the existing steel reinforcing 44 bars and the concrete. 45 46 After roughening, cleaning and wetting the surface in accordance with Section 47 6-02.3(12), the Contractor shall place concrete over the surface to the finish 48 grade of the adjacent concrete roadway deck using a modified Class 4000 49 concrete mix. The maximum aggregate size in the modified Class 4000 50 concrete mix shall be 3/8 inch. The finished portion of the deck shall have the 51 same texture, slope and grade as that of the existing deck. 52

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1 (******) 2 Repairing Slab Left Exposed After Removing Existing Curb and Railbase 3 The concrete exposed by the removal of the existing curb and/or railbase, curb 4 or sidewalk shall be removed to a depth of 1-inch below finished grade or to 5 the top of the existing roadway deck steel reinforcing bars, whichever is less. 6 The Contractor shall not remove concrete below the top of the existing steel 7 reinforcing bars. The Contractor shall not damage the bond between the 8 existing steel reinforcing bars and the concrete. 9 10 After roughening and cleaning the concrete exposed by the removal of the 11 existing curb and railbase, that portion of the exposed surface not covered by 12 the new traffic barrier shall be coated with epoxy mortar and finished to have 13 the same texture, slope and grade as that of the existing deck. 14 15 Finishing Concrete Surfaces 16 17 Section 6-02.3(14) is supplemented with the following: 18 19 (June 26, 2000) 20 Fractured Fin Finish 21 Form liners shall be placed with fins and joints normal to grade for barrier 22 applications and vertical (or as shown in the Plans) for other applications. 23 Horizontal joints in the elastomeric form liners are permitted on surfaces greater 24 than 8 feet in height provided that the minimum form liner panel dimension is 8 feet. 25 26 Pigmented Sealer for Concrete Surfaces 27 28 Section 6-02.3(14)C is supplemented with the following: 29 30 (April 6, 2009) 31 The color of the pigmented sealer shall be Washington Gray. 32 33 Placing Anchor Bolts 34 35 Section 6-02.3(18) is supplemented with the following: 36 37 (January 3, 2011) 38 Resin Bonded Anchors 39 The embedment depth of the anchors shall be as specified in the Plans. If the 40 embedment depth of the anchor is not specified in the Plans then the embedment 41 depth shall be as specified in the table of minimum and maximum torque below. 42 43 The anchors shall be installed in accordance with the resin manufacturer's written 44 procedure. 45 46 Holes shall be drilled as specified in the Plans. Holes may be drilled with a rotary 47 hammer drill when core drilling is not specified in the Plans. If holes are core 48 drilled, the sides of the holes shall be roughened with a rotary hammer drill after 49 core drilling. 50

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1 Holes shall be prepared in accordance with the resin manufacturer's 2 recommendations and shall meet the minimum requirements as specified herein. 3 Holes drilled into concrete shall be thoroughly cleaned of debris, dust, and laitance 4 prior to installing the threaded rod and resin bonding material. Holes shall not have 5 any standing liquid at the time of installation of the threaded anchor rod. 6 7 The anchor nuts shall be tightened to the following torques when the embedment 8 equals or exceeds the minimum embedment specified. 9 10 Anchor Minimum Maximum Minimum Diameter Torque Torque Embedment (inch) (ft-lbs) (ft-lbs) (Inch) 3/8 12 18 3-3/8 1/2 22 35 4-1/2 5/8 55 80 5-5/8 3/4 106 140 6-3/4 7/8 165 190 7-7/8 1 195 225 9 1-1/4 370 525 11-1/4 11 12 When the anchor embedment depth is less than the minimum values specified, the 13 anchor nuts shall be tightened to the torque values specified in the Plans, or as 14 recommended by the resin bonded anchor system manufacturer and approved by 15 the Engineer. 16 17 Grout for Anchor Bolts and Bridge Bearings 18 19 Section 6-02.3(20) is supplemented with the following: 20 21 (June 26, 2000) 22 Grout placed at the following locations shall conform to the requirements of this 23 section. 24 25 *** 26 As shown in the plans on the following structures: 27 28  Bridge No. 90/3HOV, 90/5HOV, 90/3EBT, 90/3WBT (D-2 Bridge) 29  Bridge No. 90/17R (Rainier Avenue Bridge) 30  Bridge Nos. 90/24.5R and 90/25.5R (Homer Hadley Bridge West and 31 East Approach Spans) 32  Bridge No. 90/40S (East Channel Bridge over Lake Washington) 33  Bridge 221BP (Ped Bridge over Rainier Ave) 34  Bridge 90/24LID & 90/24N (Mt. Baker Lid) 35  Bridge 90/32 (77th Ave Bridge) 36  Bridge 90/33 (80th Ave. Bridge) 37  Bridge 90/36 (Shorewood Dr. Bridge) 38  Bridge 90/38 (E. Mercer Way Bridge) 39  Retaining Walls as shown on the plans 40 *** 41

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1 Reinforcement 2 3 Placing and Fastening 4 5 Section 6-02.3(24)C is supplemented with the following: 6 7 (June 26, 2000) 8 Drilling Holes for, and Setting, Steel Reinforcing Bar Dowels 9 Where called for in the Plans, holes shall be drilled into existing concrete to the 10 size and dimension shown in the Plans. The Contractor may use any method 11 for drilling the holes provided the method selected does not damage the 12 concrete and the steel reinforcing bar that is to remain. Core drilling will be 13 required when specifically noted in the Plans. 14 15 The Contractor shall exercise care in locating and drilling the holes to avoid 16 damage to existing steel reinforcing bars and concrete. Location of the holes 17 may be shifted slightly with the approval of the Engineer in order to avoid 18 damaging the existing steel reinforcing bars. All damage caused by the 19 Contractor's operations shall be repaired by the Contractor at no cost to the 20 Contracting Agency and the repair shall be as approved by the Engineer. 21 22 Steel reinforcing bars shall be set into the holes noted in the Plans with epoxy 23 resin. The holes shall be blown clean with dry compressed air before placing 24 the resin. 25 26 The Contractor shall demonstrate, to the satisfaction of the Engineer, that the 27 method used for setting the steel reinforcing bars completely fills the void 28 between the steel reinforcing bar and the concrete with epoxy resin. Dams 29 shall be placed at the front of the holes to confine the epoxy and shall not be 30 removed until the epoxy has cured in the hole. 31 32 Steel Structures 33 34 High Strength Bolt Holes 35 36 Reamed and Drilled Holes 37 38 The second sentence of the first paragraph of Section 6-03.3(27)B is revised to 39 read: 40 41 (April 6, 2015) 42 Reamers and drills shall be directed mechanically, non hand-held, except as 43 otherwise noted. The Contractor may ream and drill holes through *** OCS 44 Pole Adapter Assembly Under Plates *** of Bridge No(s) *** 90/3EBT, 45 90/3HOV, 90/3WBT, 90/5HOV, 90/24.5R, and 90/25.5R *** using hand-held 46 reamers and drills, provided that the method and equipment used conforms to 47 the erection plan as approved by the Engineer in accordance with Section 6- 48 03.3(7)A as supplemented in these Special Provisions. Unless otherwise 49 shown in the Plans, all holes reamed and drilled for bolted connections with 50 existing gusset plates and steel members shall be 1/16 inch larger than the 51 bolt diameter specified in the Plans for the connection. 52

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1 Painting 2 3 Section 6-03.3(30) is supplemented with the following: 4 5 (August 3, 2009) 6 Paint for the new steel shall be applied in accordance with Section 6-07.3(9). The 7 color of the top coat, when dry, shall match *** Washington Gray, unless noted 8 otherwise in the Architectural Plans ***. 9 10 Bridge Railings 11 12 Materials 13 14 Section 6-06.2 is supplemented with the following: 15 16 (January 5, 2004) 17 Chain link fence fabric shall conform to the Section 9-16.1(1)B requirements for Type 1 18 fence. 19 20 Fittings, fabric bands, stretcher bars, tie wire, and other fence hardware, shall conform 21 to Section 9-16.1. 22 23 Pipe for posts and longitudinal members shall conform to ASTM A 53, Grade B, Type E 24 or S, galvanized, and shall be Schedule 40 unless otherwise shown in the Plans. 25 26 Steel bars, plates, and shapes shall conform to ASTM A 36, and shall be galvanized in 27 accordance with AASHTO M 111, except that structural shapes may conform to ASTM A 28 992. 29 30 Bolts, nuts, and washers shall conform to Section 9-06.5(3), and shall be galvanized 31 after fabrication in accordance with AASHTO M 232. 32 33 Resin bonded anchors shall conform to Section 6-02.2 as supplemented in these 34 Special Provisions. 35 36 (March 6, 2000) 37 Epoxy resin shall conform to Section 9-26.1. 38 39 (April 6, 2015) 40 Tamper Proof Nuts for steel Bridge Railing Type BP 41 Tamper proof nuts for steel Bridge Railing Type BP shall be one of the following 42 products from one of the following manufacturers: 43 44 Vandlgard-Nut VCN151-6 (zinc) 45 Manufactured by Local Supplier 46 Simi Fastening Systems Northwest Fasteners Inc. 47 4615 Industrial St. Bldg. No. 1-P 15127 Washington Avenue SW 48 Simi Valley, CA 93063 Lakewood, WA 98498 49 (800) 959-8256 (253) 582-1671 50 FAX (805) 581-9162 FAX (253) 581-3131 51 www.simifast.com 52

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1 Trigroove Nut ZTRN37C (Zamak 5 zinc alloy AC41A) 2 Breakaway Nut ZNB37C (Zamak 5 zinc alloy AC41A) 3 Manufactured by Local Supplier 4 Screw & Supply Inc. Tacoma Screw Products Inc. 5 1712 Church Street 2001 Center Street 6 Holbrook, NY 11741 Tacoma, WA 98409 7 (800) 223-1316 (800) 562-8192 8 FAX (631) 567-3057 FAX (253) 272-2719 9 www.screwsupply.com 10 11 Spanner Nut 1N.386 (zinc alloy) 12 Manufactured by 13 TamperProof Screw Company Inc. 14 30 Laurel Street 15 Hicksville, NY 11801 16 (516) 931-1616 17 FAX (516) 931-1654 18 www.tamperproof.com 19 20 Trident Tamper Resistant Nut 37CNTNZ (Zamak 5 zinc alloy AC41A) 21 Breakaway Nut 37CNBAWZ (Zamak 5 zinc alloy AC41A) 22 Breakaway Nut 37CNBAWS (stainless steel alloy 304) 23 Manufactured by 24 Tanner Bolt & Nut Company 25 4302 Glenwood Road 26 Brooklyn, NY 11210 27 (800) 456-2658 28 FAX (888) 434-3215 29 www.tannerbolt.com 30 31 Construction Requirements 32 33 Metal Railings 34 35 Section 6-06.3(2) is supplemented with the following: 36 37 (March 6, 2000) 38 Bridge Railing Type Chain Link Fence 39 The Contractor shall install anchor bolts for each post anchorage as shown in the 40 Plans. Alternatively, the Contractor may install resin bonded anchors at each post 41 anchorage, in accordance with Section 6-02 as supplemented in these Special 42 Provisions. 43 44 Longitudinal members shall be connected to the steel posts as shown in the Plans. 45 46 The Contractor shall install the chain link fence fabric in accordance with Section 8- 47 12.3(1)D, except as otherwise noted. The chain link fence fabric shall be fastened 48 to the posts and longitudinal members at a maximum spacing of 14 inches. 49

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1 (March 6, 2000) 2 Bridge Railing Type Chain Link Fence 3 The post blockouts shall be formed with a steel sleeve of the diameter and 4 thickness specified in the Plans. The steel sleeve shall be galvanized after 5 fabrication in accordance with AASHTO M 111. The Contractor shall fill the bottom 6 portion of the railing post with expanded polystyrene as shown in the Plans. 7 8 The Contractor shall install the steel posts in the post blockouts as shown in the 9 Plans. The posts shall be installed vertically, set in position with epoxy resin, and 10 braced to maintain the vertical position until the epoxy resin hardens. 11 12 Longitudinal members shall be connected to the steel posts as shown in the Plans. 13 14 The Contractor shall install the chain link fence fabric in accordance with Section 8- 15 12.3(1)D, except as otherwise noted. The chain link fence fabric shall be fastened 16 to the posts and longitudinal members at a maximum spacing of 14 inches. 17 18 Noise Barrier Walls 19 20 Materials 21 22 Section 6-12.2 is supplemented with the following: 23 24 (August 3, 2009) 25 Noise Barrier Wall Access Door 26 Access door frames shall be formed of 16 gauge steel to size and dimensions shown in 27 the Plans. The access door frame head and jamb members shall be mitered, securely 28 welded, and ground smooth. Each head shall have two anchors and each jamb shall 29 have three anchors. The hinges shall be reinforced with 1/4 inch by 12 inch plate, width 30 equal to the full inside width of the frame. 31 32 Access doors shall be full flush 1-3/4 inch thick seamless doors with a honeycomb core. 33 Door faces shall be constructed with smooth seamless 18 gauge roller-levered, cold- 34 rolled steel sheet. The vertical edges shall be neat interlocked hemmed edge seam. 35 The top and bottom of the door shall be enclosed with 16 gauge channels. Mortise and 36 reinforcement for locks and hinges shall be 10 gauge steel. 37 38 Each access door shall have three hinges. Access door hinges shall be stainless steel, 39 4-1/2 inches square, with stainless steel ball bearing and non-removable pins. 40 41 Each access door shall have two pull plates. The pull plates shall be stainless steel, 42 with a grip handle of one inch diameter and 8 to 10 inches in length. 43 44 Access door deadbolt locks shall be capable of accepting a Best CX series core. The 45 Contractor shall furnish and install a spring loaded construction core lock with each lock. 46 The Engineer will furnish the permanent Best CX series core for the Contractor to install 47 at the conclusion of the project. 48 49 Paint for exposed metal surfaces of access doors and frames, except for stainless steel 50 surfaces, shall be in accordance with Section 6-07.3(9). The top coat, when dry, shall 51 match *** Washington State Gray, unless noted otherwise in the Architectural Plans ***. 52

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1 Construction Requirements 2 3 Submittals 4 5 Section 6-12.3(1) is supplemented with the following: 6 7 (******) 8 The Contractor shall submit a field survey of the existing groundline along each 9 noise barrier wall alignment. The Contractor shall obtain field topographical 10 information for the existing ground within ten feet of the noise barrier wall 11 alignment, except as further limited by the Contracting Agency Right of Way and 12 construction easements for this project. The Contractor shall ensure a vertical 13 survey accuracy of 0.1 foot. The Contractor shall establish horizontal survey 14 control at ten foot intervals, or at six inches differential vertical elevation from the 15 adjacent point on the alignment, whichever is less. 16 17 The Contractor shall submit results of the field survey, including all field notes. If 18 the Engineer confirms that the groundline condition along the noise barrier wall 19 alignment at the time of construction requires revisions to the noise barrier wall 20 details shown in the Plans, the Engineer will provide revised noise barrier wall Plan 21 details to the Contractor within 14 calendar days. 22 23 The Contractor shall complete the field survey as the first item of noise barrier wall 24 work. 25 26 Division 8 27 Miscellaneous Construction 28 29 Illumination, Traffic Signal Systems, Intelligent Transportation Systems, and 30 Electrical 31 32 Description 33 34 Section 8-20.1 is supplemented with the following: 35 36 (NWR ITS February 11, 2002) 37 Communication Conduit System 38 This work shall consist of furnishing and installing the facilities used to mechanically 39 accommodate the communication components of the ITS System. The Contractor shall 40 be responsible for interfacing with the existing communications system and satisfying 41 system compatibility with regard to the existing facilities and this communications 42 system extension. Conduit shall be supplied as a system from a single manufacturer 43 providing all of the steel and PVC conduit; all required fittings, terminations, and other 44 installation accessories; all in accordance with the Plans, the Standard Specifications 45 and these Special Provisions. 46 47 (NWR ITS February 11, 2002) 48 Communication Cables And Interfaces 49 This work shall consist of furnishing, installing and testing all materials and equipment 50 necessary to complete in place the communication cable and interface system and, 51 when specified, the modification of such an existing system.

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1 2 (NWR ITS February 11, 2002) 3 Video, Voice, & Data Distribution And Transmission Systems 4 This work shall consist of furnishing and installing all materials and equipment 5 necessary to complete in place the video, voice, and data distribution and video 6 transmission systems, and when specified, the modification of such existing systems. 7

8 (******) 9 MT Baker Tunnel, Maintenance Radio System 10 This work shall consist of furnishing, installing and testing all materials and equipment 11 necessary to provide a fully functional replacement radio system for extending 12 WSDOT’s maintenance radio signals inside the I-90 Mount Baker tunnel facility. The 13 replacement radio system is required to accommodate the new Judkins Park platform 14 and station. The radio equipment shall be able to seamlessly pass Radio Frequencies 15 (RF) from the surface to the tunnel maintenance walkways and tunnel operations rooms 16 across all tunnels without user involvement. Only current state of the art technology 17 radio equipment with the most current revision shall be supplied. All equipment shall be 18 FCC type accepted. 19 20 Materials 21 22 Section 8-20.2 is supplemented with the following: 23 24 Closed Circuit Television System 25 26 (******) 27 Television Camera Assembly 28 Television cameras shall be supplied as a unit including camera with integrated 29 lens, id generator, camera controller, pressurized environmental enclosure, pan and 30 tilt mechanism and rain/sun shade. The camera assembly shall be a Helios 31 3960HD series camera positioning system, manufactured by CohuHD. 32 33 1. Equipment Model Numbers: 34 35 Helios camera system: Model HD35-7000 36 37 Camera Mounts: 38 Side pole mount: Model 8503-0 39 Wall mount: Model 8425-7 40 Pedestal: Model 7411542-001 41 42 2. Manufacturer Information: 43 44 CohuHD 45 12367 Crosthwaite Circle 46 Poway, CA 92064-6817 47 Telephone: (858) 391-1800 48 www.cohuhd.com 49

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1 (NWR ITS September 26, 2005) 2 Camera Pole(s) 3 The Contractor shall furnish and install round tapered steel poles for the CCTV 4 camera installation, as shown in the Plans. The camera pole installation shall 5 include the pole foundations for the CCTV camera installation and all associated 6 mounting hardware. Pole hand holes shall have cover plates. They shall provide a 7 flat mounting surface at the top of the pole to attach the camera assembly. The 8 mounting plate shall have a 1.75-inch hole to pass the camera connector into the 9 top section of the pole. The plate shall also provide predrilled 7/16-inch bolt holes 10 in a 4.75-inch bolt circle to match the base plate of the camera assembly. The 11 Contractor shall design the poles, hardware, and components to the requirements 12 as shown in the Plans for each location. 13 14 Submittal 15 The Contractor shall submit all structural calculations and shop drawings to the 16 Engineer for approval in accordance with Section 6-03.3(7), prior to fabrication of 17 the poles and hardware. 18 19 (NWR ITS August 12, 2013) 20 CCTV System Cabling 21 Cable connections between the camera system (Model Helios 3960HD) and the 22 control cabinet shall be as shown in the Plans. The cable ends shall be factory 23 terminated. Cable installation shall only require installing the connector shell at the 24 camera end, and modifying the power cable at the cabinet end. The cable used 25 between the CCTV camera and the camera control cabinet shall be manufactured 26 by CohuHD. 27 28 1. Equipment Model Numbers: 29 30 Cable Assembly, Helios 3960HD control: CA252S 31 32 Communication Conduit System 33 34 Communication Cables And Interfaces 35 36 (NWR ITS October 16, 2006) 37 Fiber Optic Distribution Panels 38 The fiber optic distribution panel shall be rated by the manufacturer as a fiber optic 39 distribution panel. The distribution panel shall be designed to hold, at a minimum, 40 the specified number of interconnection sleeves and splice trays. The splice trays 41 and the fiber optic interconnection sleeves shall be fully enclosed on all sides by 42 the distribution panel when the distribution panel is closed. 43 44 Each distribution panel shall be fully populated with interconnection sleeves. 45 Interconnection sleeves shall contain zirconium (ceramic) linings (phosphorus 46 bronze is not allowed). All unutilized interconnection sleeves shall have protective 47 dust covers installed. 48 49 The distribution panels shall be EIA 19-inch (ANSI/EIA RS-310-C) rack-mountable, 50 unless otherwise noted. 51

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1 Mounting plates for interconnection sleeves shall be constructed of metal. 2 Adequate spacing shall be provided around each interconnection sleeve. Where 3 interconnection sleeves are arranged in a vertical line, the minimum horizontal 4 center-to-center spacing shall be 1.25 inches (31mm), and the minimum vertical 5 center-to-center spacing shall be 0.625 inches (16mm). Where interconnection 6 sleeves are arranged in a staggered layout, the minimum center-to-center radial 7 distance between sleeves shall be 0.875 inches (22mm). 8 9 A wiring diagram shall be supplied with each distribution panel. The wiring diagram 10 shall identify each fiber terminated in the distribution panel using the fiber optic 11 cable labeling method as specified later in these provisions. The wiring diagram 12 shall be placed in a plastic sheet protector next to the distribution panel. 13 14 (NWR ITS October 16, 2006) 15 Large Cabinet Fiber Optic Distribution Panel 16 The fiber optic distribution panel shall be designed to hold minimum of 48 FC fiber 17 optic interconnection sleeves and splice trays with 72-splice capacity. The 18 distribution panel shall allow for full access to the splice trays and both sides of the 19 fiber optic interconnection sleeves from the front of the distribution panel. The 20 distribution panel shall not exceed 4 RMU (7 inches) in height. 21 22 (NWR ITS August 10, 2009) 23 Preterminated Patch Panel 24 A wiring diagram shall be supplied with each patch panel. The wiring diagram shall 25 identify each fiber terminated in the distribution panel using the fiber optic cable 26 labeling method as specified later in these provisions. The wiring diagram shall be 27 placed in a plastic sheet protector next to the distribution panel. 28 29 The Contractor shall provide, install and connect preterminated patch panels as 30 shown in the Plans. The panels shall be manufactured by ADC 31 Telecommunications, Inc. Outside plant cable meeting ITU G652.D and G694.2 32 shall be utilized for the stubs on all preterminated patch panels and the Contractor 33 shall confirm with the manufacturer that the length of each stub is sufficient for the 34 needs at each location. All openings in the patch panels shall be plugged by the 35 manufacturer. Connections shall be LC\UPC type and shall be terminated by the 36 manufacturer. 37 38 1. Equipment Model Numbers (for use in cabinets): 39 Description Part Numbers (Both parts are required) 12-Port Preterminated Patch Panel ADC12LCUXXXMCD00, and FL2-ACC0071 24-Port Preterminated Patch Panel ADC24LCUXXXMCD00, and FL2-ACC0072 48-Port Preterminated Patch Panel FL2-T2804JXXX-CD00, and FL2-ACC0072 72-Port Preterminated Patch Panel ADC72LCUXXXMCC00, and FL2-ACC0074 96-Port Preterminated Patch Panel ADC96LCUXXXMCC00, and FL2-ACC0075 40 41 Equipment Model Numbers (For concrete or underground Hubs): 42

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Description Part Numbers (Both parts are required) 48-Port Preterminated Patch Panel FL2-T2804JXXX-DB00, and FL2-ACC0072 72-Port Preterminated Patch Panel ADC72LCUXXXMDU00, and FL2-ACC0074 96-Port Preterminated Patch Panel ADC96LCUXXXMDU00, and FL2-ACC0075 1 2 Note: The stub length for each panel shall be determined by the Contractor 3 for each location and shall include 50 feet of slack in the cable vault. 4 5 2. Manufacturer Information: 6 7 ADC Telecommunications, Inc. 8 P.O. Box 1101 9 Minneapolis, MN 55440-1101. 10 Telephone: (800) 366-3891 11 12 Fiber Management Tray 13 The Contractor shall provide and install one fiber management tray for each 14 preterminated patch panel installed. 15 16 1. Equipment Model Numbers: 17 Description Part Number Fiber Management Tray FMT-DBS000000-A00B 18 19 2. Manufacturer Information: 20 21 ADC Telecommunications, Inc. 22 P.O. Box 1101 23 Minneapolis, MN 55440-1101. 24 Telephone: (800) 366-3891 25 26 (NWR ITS August 12, 2013) 27 Fiber Optic Connector 28 Unless otherwise noted in the Plans, all fiber optic connectors used on this project 29 shall meet the following: 30 31 All shall be LC/UPC (55dB) in accordance with Telcordia 6R-326 32 All shall be factory-connectorized 33 34 (NWR ITS February 11, 2002) 35 Fiber Optic Cable Lubricant 36 Fiber optic cable lubricant shall be as follows: 37 38 Compatible with the cable jacket 39 Non-combustible 40 Water-based leaving little or no residue 41

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1 (NWR ITS February 11, 2002) 2 Fiber Optic Splice Closure 3 All fiber optic splice closures shall be re-enterable and reusable and be designed 4 for use on fiber optic cables in an underground, submerged environment. All splice 5 closures shall be rated for 1310 and 1550 nanometer wavelengths. Splice closures 6 shall contain a valve to allow pressurization of the housing. 7 8 Video, Voice, & Data Distribution And Transmission Systems 9 10 (NWR ITS February 11, 2002) 11 If any equipment specified in this section has been superseded by a newer product that 12 is interchangeable, the newer product shall be supplied. If the product is no longer 13 available and has no replacement, the Contractor shall propose a different product 14 meeting the same performance and material specifications as the discontinued one. 15 16 (NWR ITS October 16, 2006) 17 Video, Voice, & Data Distribution And Transmission System Cabling 18 The Contractor shall provide and install all required equipment interconnection 19 cabling to include T1 cables, data cables, RG-59/U video coaxial cables, power 20 cables, ancillary cables, and connectors as recommended by the equipment vendor 21 at the cabinet locations and at the TMC. Conductors shall be of all copper 22 construction. 23 24 The Contractor shall provide and install fiber optic patch cords between the fiber 25 optic distribution panels and the equipment specified herein where singlemode fiber 26 optic cable is utilized as the transmission medium. 27 28 (NWR ITS February 23, 2009) 29 Video, Voice & Data Distribution Equipment 30 Video, voice, and data distribution equipment shall be manufactured by Optelecom, 31 Inc. 32 33 1. Equipment Model Numbers: 34 35 Digital Video Transmitter (stand-alone) 9225DT/SM-FC 36 Digital Video Receiver 9221DR/SM-FC 37 Drop/Insert Data Modem 9522A-LD-FC 38 Network Interface Card 9942A 39 Network Interface Software 9900-NMS 40 Hub Chassis 9002 41 Cabinet Chassis 9003-2 42 Power Supply (for Hub Chassis) 9030B 43 AC/DC Adapter (for Cabinet Chassis) 9010PS 44 AC/DC Adapter (for 9225DT) 9014PS 45 46 2. Manufacturer Information: 47 48 Optelecom Inc. 49 12920 Cloverleaf Center Dr. 50 Germantown, MD 20874 51 Telephone: (301) 444-2200 52

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1 (NWR ITS April 10, 2006) 2 Ethernet Switch 3 Ethernet switch and power unit shall be manufactured by GarrettCom, Inc. and 4 installed in accordance with the Plans. 5 6 1. Equipment Model Numbers: 7 8 Magnum mP62 9 Managed Hardened Switch 10 PSX-A Power unit for 120 VAC 11 Singlemode with SC fiber optic connectors (20km sgl-m SC) 12 13 2. Manufacturer: 14 15 GarrettCom, Inc. 16 213 Hammond Ave. 17 Fremont, CA 94539, USA 18 Tel: (510) 438-9071 19 Fax: (510) 438-9072 20 21 (NWR ITS February 23, 2009) 22 Ethernet Switch 23 Ethernet switches shall be manufactured by RuggedCom, Inc. and installed in each 24 cabinet and Communication Hub as shown in the Plans. 25 26 1. Equipment Model Numbers: 27 28 Unmanaged Switch 29 Rugged Switch RMC40-HI-L2L2 30 31 Managed Switch 32 8 port Rugged Switch RS900-HI-D-L2-L2-00 33 9 port Rugged Switch RS900-HI-D-L2-L2-L2 34 35 2. Manufacturer: 36 37 RuggedCom, Inc. 38 64 Jardin Drive Unit #3G 39 Concord, Ontario, Canada L4K3P3 40 Tel: (905) 760-7799 Fax: (905) 760-9909 41 Toll Free: (888) 264-0006 42 43 (NWR ITS February 23, 2009) 44 Cabinet Device Server 45 Cabinet device terminal servers shall be manufactured by RuggedCom, Inc. and 46 installed in each cabinet and Communication Hub as shown in the Plans. 47 48 1. Equipment Model Numbers: 49 50 Cabinet Device Servers 51 RuggedServer RMC30-HI 52

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1 2. Manufacturer: 2 3 RuggedCom, Inc. 4 64 Jardin Drive Unit #3G 5 Concord, Ontario, Canada L4K3P3 6 Tel: (905) 760-7799 Fax: (905) 760-9909 7 Toll Free: (888) 264-0006 8 9 (NWR ITS September 26, 2005) 10 EIA -422 Combiner Unit 11 The Contractor shall provide and install the EIA-422, 4-wire combiner as shown in 12 the Plans. The combiner shall be manufactured by Vicon, Inc. The Contractor 13 shall provide and install cables from the combiner to the Video/data receivers. The 14 combiner shall have one master port and 10 output ports: 15 16 1. Equipment Model Numbers: 17 18 Combiner: Model V1400X-IDL Intelligent Distribution Line Control 19 20 2. Manufacturer Information: 21 22 Vicon Industries, Inc. 23 89 Arkay Drive 24 Hauppauge, NY 11788 25 26 Telephone: (800) 645-9116 27 or (631) 952-2288 28 www.vicon-cctv.com 29 30 Conduit, Innerduct, and Outerduct 31 32 Section 9-29.1 is supplemented with the following: 33 34 (NWR May 5, 2014) 35 Conduit Sealing 36 Cabinet conduit sealing shall be one of the following: 37 38 1. Duo-fill 400 – self expanding waterproof foam 39 2. Jackmoon – Triplex Duct Plugs 40 3. O-Z Gedney – Conduit Sealing Bushings 41 42 Mechanical plugs shall be installed per manufacturer’s recommendations. 43 44 Rigid Metal Conduit Fittings and Appurtenances 45 46 Section 9-29.1(2) is supplemented with the following: 47 48 (August 10, 2009) 49 Conduit Coatings 50 Electroplated couplings are not allowed. 51

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1 (NWR March 4, 2009) 2 Surface Mounting Conduit Attachment Components 3 Channel supports and all fastening hardware components shall be Type 304 4 stainless steel. Conduit clamps shall be one piece, two bolt units with lock 5 washers. 6 7 Junction Boxes, Cable Vaults, and Pull Boxes 8 9 Standard Duty Junction Boxes 10 Section 9-29.2(1)A is supplemented with the following: 11 12 (August 1, 2016) 13 Concrete Junction Boxes 14 Both the slip-resistant lid and slip-resistant frame shall be treated with 15 Mebac#1 as manufactured by IKG industries, or SlipNOT Grade 3-coarse as 16 manufactured by W.S. Molnar Co. Where the exposed portion of the frame is 17 ½ inch wide or less the slip-resistant treatment may be omitted on that portion 18 of the frame. The slip-resistant lid shall be identified with permanent marking 19 on the underside indicating the type of surface treatment (“M1” for Mebac#1; or 20 “S3” for SlipNOT Grade 3-coarse) and the year manufactured. The permanent 1 21 marking shall be ⁄8 inch line thickness formed with a mild steel weld bead. 22 23 Standard Duty Cable Vaults and Pull Boxes 24 Section 9-29.2(2)A is supplemented with the following: 25 26 (August 1, 2016) 27 Both the slip-resistant lid and slip-resistant frame shall be treated with 28 Mebac#1 as manufactured by IKG industries, or SlipNOT Grade 3-coarse as 29 manufactured by W.S. Molnar Co. Where the exposed portion of the frame is 30 ½ inch wide or less the slip-resistant treatment may be omitted on that portion 31 of the frame. The slip-resistant lid shall be identified with permanent marking 32 on the underside indicating the type of surface treatment (“M1” for Mebac#1; or 33 “S3” for SlipNOT Grade 3-coarse) and the year manufactured. The permanent 1 34 marking shall be ⁄8 inch line thickness formed with a mild steel weld bead. 35 36 Structure Mounted Junction Box 37 Section 9-29.2(3) is supplemented with the following: 38 39 (August 1, 2016) 40 The slip-resistant lid shall be treated with Mebac #1 as manufactured by IKG 41 Industries, or SlipNOT Grade 3-coarse as manufactured by W.S. Molnar Co. 42 The slip-resistant lid shall be identified with the permanent marking on the 43 underside indicating the type of surface treatment (“M1” for Mebac#1, or “S3” 44 for SlipNOT Grade 3-coarse) and the year manufactured. The permanent 1 45 marking shall be ⁄8-inch line thickness formed with a mild steel weld bead. 46 Slip-resistant lids shall be galvanized after fabrication in accordance with 47 AASHTO M 111. 48 49 Cover Markings 50 51 Section 9-29.2(4) is supplemented with the following: 52

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1 (NWR February 11, 2013) 2 Junction Box Identification 3 Junction boxes shall be marked “WSDOT” when the junction boxes are to be 4 installed as part of a future raceway system in a bridge structure, vehicle 5 barrier, pedestrian barrier, or roadway crossing and the future raceway system 6 is not connected to an illumination, signal, interconnect, or ITS raceway 7 system. 8 9 Junction boxes, pull boxes and cable vaults containing only Traffic Signal 10 Interconnect (fiber optics) cable shall be marked or embossed with the legend 11 “COMM”. 12 13 Fiber Optic Cable, Electrical Conductors, and Cable 14 Section 9-29.3 is supplemented with the following: 15 16 Fiber Optic Cable 17 Section 9-29.3(1) is supplemented with the following: 18 19 (NWR ITS April 10, 2006) 20 Communication Cables And Interfaces 21 Quality Assurance 22 All materials described in this section shall meet or exceed the applicable 23 provisions of the following documents: 24 25 1. CFR Title 7, Section 1755.900, RUS Specification for Filled Fiber 26 Optic Cables 27 28 2. ANSI, C8.47-1983, American National Standard for Polyolefin- 29 insulated Thermoplastic Jacketed Communication Cables 30 31 3. TIA/EIA-455-28-C, Method for Measuring Tensile Failure Point of 32 Optical Waveguide Fibers 33 34 4. TIA/ElA-455-34-A, Interconnection Device Insertion Loss Test 35 36 5. TIA/EIA-455-95-A, Absolute Optical Power Test for Optical Fibers and 37 Cables 38 39 6. EIA-598-B, Color Standard for Optical Fibers 40 41 (NWR October 31, 2005) 42 Communication Cables And Interfaces 43 The Contractor shall provide manufacturer's certification that the submitted 44 cable shall comply with the Rural Utilities Service (RUS) Specification 45 1755.900 as currently amended and with the requirements set forth in this 46 Special Provision. Any deviations from these specifications shall be 47 conspicuously noted in the Contractor's submittal. 48 49 Each cable shall contain the total number of optical fibers as specified in the 50 Plans. For all cables with a strand count greater than 36, the fibers shall be 51 placed in loose buffer tubes in groups of 12. For all other cables, the fibers 52 shall be placed in loose buffer tubes in groups of 6.

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1 2 The fiber optic cable outer jacket shall be marked with the manufacturer’s 3 name, the year of manufacture, the words OPTICAL CABLE and sequential 4 meter marks. The markings shall be repeated every one meter. The actual 5 length of the cable shall be within +/- 0.1% of the length marking. The marking 6 shall be in contrasting color to the jacket. The marking shall be 2.5mm in 7 height and shall be permanent and weatherproof. 8 9 Cable shall be of loose tube design. The tubes shall be surrounded by dry 10 moisture blocking filling compound or tape. The tubes may be filled with dry 11 moisture blocking powder surrounding the fibers. 12 13 The cable shall be constructed with the following components: 14 15 1. A dielectric central strength member 16 2. Buffer tubes containing optical fibers 17 3. Aramid (Kevlar) yarn 18 4. Outer MDPE jacket 19 20 The Contractor shall provide all materials required for the installation and 21 splicing of the specified communications cables, power cables and associated 22 interface devices. 23 24 The Contractor shall provide an unconditional warranty on all installed cable 25 for a period of one (1) year. 26 27 At the request of the Engineer, the Contractor shall submit a 3-foot sample 28 cable section to the Engineer for approval for each type of cable to be 29 provided. 30 31 Singlemode Fiber Optic Cable 32 Section 9-29.3(1)A is supplemented with the following: 33 34 (NWR ITS October 31, 2005) 35 Communication Cables And Interfaces 36 Optical fiber shall meet the requirements of ITU G652 and specifically 37 meet ITU G652.D Attributes. The fibers shall support the transmission of 38 wavelengths for Coarse Wavelength Division Multiplexing (CWDM) as 39 defined in ITU G694.2. 40 41 Twisted Pair Communication Cable 42 Section 9-29.3(2) is supplemented with the following: 43 44 (NWR ITS September 26, 2005) 45 Communication Cables And Interfaces 46 The twisted pair cable outer jacket shall be marked with the manufacturer’s 47 name, the year of manufacture, and sequential meter marks. The markings 48 shall be repeated every one meter. The actual length of the cable shall be 49 within +/- 0.1% of the length marking. The marking shall be in contrasting 50 color to the jacket. The marking shall be 2.5mm in height and shall be 51 permanent and weatherproof. 52

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1 Illumination Circuit Splices 2 Section 9-29.12(1) is supplemented with the following: 3 4 (******) 5 Illumination circuit splices shall be mechanically and electrically joined, as 6 defined in Section 8-20.3(8), using a pre-insulated splice and tap connector. 7 8 Pre-Insulated Splice and Tap Connector 9 Illumination, traffic signal and ITS copper conductor splices shall employ a pre- 10 insulated splice and tap connector made from aluminum alloy extrusion 6061- 11 T6. The connector shall be suitable for direct burial and submersible 12 applications, UL-listed 486D for wet location sealed wire connector system, 13 and rated 600V, 90˚ Celsius, AL9CU dual-rated. The insulation shall be high- 14 dielectric strength plastisol that is abrasion, chemical and UV resistant, and 15 cold temperature rated to -45˚ Celsius, and use no other insulating materials. 16 All materials used in the pre-insulated splice and tap connector shall not 17 support combustion. 18 19 The pre-insulated splice and tap connector shall require no taping, 20 compounds, heat shrink or cutting-to-size of the conductors in the field. 21 Electrical and mechanical connectivity shall be accomplished using pressure 22 screws that enable use of a torque wrench to measure the connection torque 23 pressure. The pre-insulated splice and tap connector shall be supplied with 24 removable access plugs protecting the pressure screws, and supplied with 25 pre-filled oxide inhibitor. The pre-insulated splice and tap connector shall be re- 26 enterable and re-usable. 27 28 The pre-insulated splice and tap connector shall be appropriately sized for the 29 conductors being spliced or tapped. 30 31 Traffic Signal Controllers 32 Section 9-29.13 is supplemented with the following: 33 34 (NWR ITS October 4, 2004) 35 Model 334 Cabinet 36 Traffic data station and ramp meter controller cabinets furnished on this 37 contract shall meet the requirements of Type 170E, 170E-HC-11, 2070, 2070 38 Lite, ATC Controller Cabinets. 39 40 Traffic Data Accumulator and Ramp Meters 41 Section 9-29.13(11) is supplemented with the following: 42 43 (NWR ITS August 12, 2013) 44 Each Model 334 cabinet shall be equipped with a fully operable Type 170E 45 controller equipped as specified in these Special Provisions. 46 47 One rack mount vehicle loop detector shall be included for every two loops. 48 Five additional vehicle loop detectors shall be installed in each new cabinet for 49 future use. 50 51 One reproducible drafting film and two non-fading copies of the cabinet-wiring 52 diagram shall be furnished with each cabinet.

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1 2 The sign relay coil shall draw (or sink) less than 75 milliamperes from the 170E 3 controller and have a DPDT contact rating not less than 10 amperes. 4 5 A transient voltage protection device with four outlets shall be provided, which 6 plugs into the controller unit receptacle and in turn accepts the controller plug 7 and communications equipment and meets the electrical requirements of 8 Section 9-29.13(7)B(3)e. 9 10 Cabinet Wiring 11 Cabinet wiring shall conform to the details and diagrams in the Plans. The 12 Contractor shall trim wiring to eliminate all slack and lace or bind together with 13 nylon wraps or equal. All terminals shall be labeled. The cabinet shall be 14 wired completely so that the only requirement to make a field location 15 completely operational is to connect field, power and ground wires to 16 appropriate terminals. 17 18 Vehicle Detector 19 20 Section 9-29.18 is supplemented with the following: 21 22 (NWR August 10, 2009) 23 Loop Amplifier 24 Loop detector amplifiers shall be as follows: 25 26 Model: Model C-1103-SS 27 28 Manufacturer: Reno A&E 29 4655 Aircentet Circle 30 Reno, NV 89502 31 Ph: (775) 826-2020 32 www.renoe.com 33

34 (******) 35 MT Baker Tunnel, Maintenance Radio System 36 37 Radio Equipment 38 If any equipment specified in this section has been superseded by a newer product 39 that is interchangeable, the newer product shall be supplied. If the product is no 40 longer available and has no replacement, the Contractor shall propose a different 41 product meeting the same performance and material specifications as the 42 discontinued one. 43 44 The proposed equipment shall be supported by the manufacturer for a minimum of 45 ten years after date of manufacture. 46 47 The recommended RF equipment shall meet or exceed the following criteria and 48 performance requirements: 49

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1 1. Utilize a state of the art 800 MHz radio system consisting of remote voted 2 receivers and a single RF transmitter/amplifier with distributed antenna 3 system including all cabling, multiple passive power dividers and antenna. 4 2. The equipment shall be modular in design, allowing for deployment of an 5 initial configuration, with simple addition of service modules upgrade for 6 additional frequencies if needed in the future. 7 3. Allow field-hot-swapping of service modules for simplified maintenance. 8 4. Utilize industry standard filtering as needed to eliminate inter-modulation 9 and interference issues at the transmitter and receivers. 10 5. Provide all necessary software and programming cables required for all 11 equipment. 12 6. Shall be in compliance with local state/county/city fire codes, as adopted 13 versions of NFPA and ICC guidelines. 14 7. Space-efficient in cabinets. 15 8. Minimal field-installed interconnection cables to reduce installation errors 16 and maintenance calls. 17 9. Be assembled, warehoused in and distributed from the U.S. 18 19 The RF system shall consist of the following components: 20 21 1. Radio Receivers 22 2. Radio transmitter and Amplifier 23 3. Radio voting equipment 24 4. Antennas 25 5. Coaxial cable 26 6. Terminators / Loads for Passive couplers 27 7. Passive couplers and Power Dividers 28 8. Shielded Ethernet CAT6 cable 29 9. Ruggedized Ethernet switches 30 10. UPS battery backup power – minimum of two hour back up at full load. 31 32 Cut sheets shall be provided for all equipment. 33 34 The proposed head-end equipment shall be: 35 36 1. Mountable in a standard 19” rack. 37 2. Modular, offering service expansion in a common chassis. 38 3. Field-hot-swappable service modules. 39 4. Utilize RF filtering for both uplink and downlink paths. 40 41 RF Remote Receive Antenna Equipment Requirements 42 The remote RF equipment receives the RF signal and converts it to Ethernet for 43 distribution to the head-end equipment. 44 45 The remote equipment shall: 46 47 1. NEMA 4 cabinet, eliminating the need to be placed inside of a larger NEMA- 48 compliant enclosure (for fire code compliance). 49 2. UL-rated with internally installed power supplies (for fire code compliance). 50 3. Lockable and weather sealed to protect against the elements. 51 4. No moving parts, i.e. fans, to minimize maintenance. 52 5. Field-hot swappable service modules.

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1 2 Equipment Model Numbers: 3 Description Part Numbers (Both parts are required) LMR 400FR Coaxial Cable (per foot) TESSCO 46135 LMR 400 Male N Connectors (25PK) TESSCO 35834 LMR 400 Male N Connectors Right angle TESSCO 346664 TX Antennas (Vertical omni 3db gain) TESSCO 391993 7/8" Coaxial Hardline (per foot) FR-AL TESSCO 502822 7/8" Male N Connectors TESSCO 393905 1/2" Coaxial SuperFlex (per foot) FR TESSCO 334455 1/2" Male N Connectors TESSCO 441175 Bird TX Power Divider TESSCO-85-83-0xxx TX Directional Couplers TESSCO- 85-83-0xxx Wall cabinets for receivers Rackmount Solutions VRS-6-30 Main Cabinet for voter & Transmitter Rackmount Solutions DWR-24-26PD N-Female Mount Antenna Mp antenna Omni-n (740-870) Power Supply Codan ICT Digital 1RU DC Amplifier Cresend P15 Series 700/800MHz 150W Voting server Kontron KISS 1U Short UPS Tripp Lite Smart500RT1U System Regulator Codan TN811 SM-3 Codan TN287 UR-4E UHF 700/800/900 Receiver MT-4E Codan TN387 UT-4E UHF 700/800/900 Transmitter MT-4E Sub-rack Codan TN500 SR-39-1 Auxiliary Connector Codan TN800 A-PNL-AUX96-3 AC to DC and DC to DC power supply Codan TN830 AC Network Switch Ruggedcom RS9000 4 5 Spare Parts 6 The contractor shall provide a spare parts inventory that will be supplied with the 7 contract. A complete list shall be submitted to the Engineer for approval before the 8 list is finalized. The inventory shall include the major modules and cards for the 9 active electronics that are installed as part of this system. The spare parts shall be 10 compatible with the installed equipment and have the latest release and firmware 11 version on the day of acceptance. Spare used during the installation shall be 12 replaced and be complete assemblies, when handed over to Contracting Agency 13 and signed for after the system acceptance date. 14 15 Antennas 16 Omni Directional antennas – low profile wide band antennas are required in the fan 17 rooms and Utilidors. The Contractor shall choose the appropriate antenna(s) to 18 maximize the below ground signal levels from the outside WSDOT maintenance 19 radio system. Cut sheets shall be submitted for each antenna. 20 21 Equipment List And Drawings 22 23 Section 8-20.2(1) is supplemented with the following:

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1 2 (NWR November 13, 1996) 3 Manufacturer's data for materials proposed for use in the contract which require 4 approval shall be submitted in one complete package. 5 6 (NWR ITS September 26, 2005) 7 Approval of Material 8 When submitting material lists for approval, the Contractor shall identify all 9 revisions or changes to manufacturer names, component names, and model 10 numbers listed in these Special Provisions. The Contractor shall also include a 11 brief justification for the revision or change. 12 13 (March 13, 1995) 14 If traffic signal standards, strain pole standards, or combination traffic signal and 15 lighting standards are required, final verified dimensions including pole base to 16 signal mast arm connection point, pole base to light source distances (H1), mast 17 arm length, offset distances to mast arm mounted appurtenances, and orientations 18 of pole mounted appurtenances will be furnished by the Engineer as part of the 19 final approved shop drawings prior to fabrication. 20 21 (NWR ITS February 23, 2009) 22 Video, Voice & Data Distribution Equipment 23 Video, voice, and data distribution equipment shall be manufactured by Optelecom, 24 Inc. 25 26 1. Equipment Model Numbers: 27 28 Digital Video Transmitter (stand-alone) 9225DT/SM-FC 29 Digital Video Receiver 9221DR/SM-FC 30 Drop/Insert Data Modem 9522A-LD-FC 31 Network Interface Card 9942A 32 Network Interface Software 9900-NMS 33 Hub Chassis 9002 34 Cabinet Chassis 9003-2 35 Power Supply (for Hub Chassis) 9030B 36 AC/DC Adapter (for Cabinet Chassis) 9010PS 37 AC/DC Adapter (for 9225DT) 9014PS 38 39 2. Manufacturer Information: 40 41 Optelecom Inc. 42 12920 Cloverleaf Center Dr. 43 Germantown, MD 20874 44 Telephone: (301) 444-2200 45 46 Construction Requirements 47 48 Section 8-20.3 is supplemented with the following: 49

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1 (NWR ITS June 5, 2006) 2 Cabinet Labeling 3 The Contractor shall mark each ITS device cabinet and transformer cabinet by affixing 4 black vinyl lettering which matches the alphanumeric device number as shown in the 5 Plans to the outside of the cabinet. The lettering shall be 4-inch C. The lettering shall be 6 centered horizontally and begin at the top of the cabinet. The first line of text shall be the 7 three number designation of the State Route. The following line(s) shall be the seven 8 character designation of the device(s). The lettering shall be on the side of the cabinet 9 most visible from the roadway. 10 11 The Contractor shall install an engraved nameplate, identifying the power source for 12 each cabinet. The nameplate shall consist of white letters on a red background and be 13 permanently affixed to the inside of the cabinet door. The nameplate text shall read 14 “Cabinet Power Source” in ½ inch nominal letters followed by the service name or 15 transformer name (e.g. SUA173 or 005TR17850), as appropriate, in 1 inch nominal 16 letters. 17 18 (NWR ITS August 12, 2013) 19 Traffic Data Accumulation And Ramp Metering System 20 Model 330 & Model 334 Cabinet Testing 21 Traffic data accumulation equipment shall undergo two separate sets of tests prior 22 to final acceptance. Initially, the Contractor shall deliver the equipment to the 23 WSDOT Signal Shop in Seattle, Washington for testing. These tests shall check 24 the operation of each individual component as well as the component's ability to 25 operate within the overall system. 26 27 Shop Testing 28 Shop testing shall consist of two separate stages: 29 30 a. Stage 1: Notification, Delivery and Assembly 31 32 b. Stage 2: Hardware and Systems Tests 33 34 Stage 1: Notification, Delivery and Assembly 35 Notification 36 The following documents shall be submitted to the Engineer along with a copy 37 to the Northwest Region Signal Shop, not less than 10 working days before 38 any equipment is delivered to the Signal Shop for testing: 39 40 (1) Contractor's representative for tests: name, title, address and telephone 41 number. 42 43 (2) Inventory of items to be delivered including: 44 45 (a) The quantity of each item to be delivered; 46 47 (b) The number of maintenance and operations manuals to be delivered, 48 49 (c) The number of cabinet prints, equipment schematics, equipment 50 manuals, et al., to be delivered; 51 52 (d) The contract number the equipment is being tested for.

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1 2 (3) Certificate confirming that Type 170 Traffic Signal Control Hardware 3 Specification FHWA IP-78-16, as currently amended, has been met. The 4 certificate shall indicate type and modes of equipment tested, date and 5 place of test, and name of party responsible for conducting the test. The 6 certificate shall include the serial number of the controller. 7 8 (4) Scheduled delivery date of equipment to the Shop. 9 10 The Shop will not accept equipment for testing without proper 11 notification. 12 13 During Stage 1, the Contractor shall request in writing a Stage 2 start 14 date from the Engineer. The Engineer will provide the Contractor with 15 a written notice of the Stage 2 start date. This date represents the 16 date that Contracting Agency personnel will begin testing the 17 controllers and modems. 18 19 Delivery 20 Delivery shall be made to the Region Signal Maintenance Office located at: 21 22 3700 9th Ave. S. 23 Seattle, WA 98134 24 Attention: Secretary Supervisor 25 (206) 442-2110 26 27 Delivery will be accepted only if all required equipment and materials 28 described in the notification are on hand, between the hours of 8:00 a.m. to 29 1:00 p.m. Mondays, Wednesdays, or Fridays. 30 31 The Contractor shall be responsible for unloading all equipment and materials. 32 33 Assembly 34 All equipment shall be completely assembled in preparation for Stage 2 35 testing. 36 37 Stage 2: Hardware and Systems Test 38 The Contracting Agency will limit the Stage 2 testing to 25 calendar days for two 39 controller and cabinet assemblies with 2 additional calendar days for each 40 additional controller and cabinet. 41 42 The tests will verify whether or not the equipment supplied meets Type 170 43 environmental and operating standards and provides the functions and operations 44 required in this contract. 45 46 Only two failures in each controller and cabinet assembly will be allowed. A third 47 failure will result in rejection of the assembly. 48 49 A malfunctioning load switch and/or detection amplifier will not be considered a 50 failure. However, the Contractor shall provide replacement units. 51

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1 The Contractor will be notified of all rejections. The Contractor shall remove all 2 equipment that is rejected from the Shop within seven calendar days following 3 receipt of the rejection notice. If not removed accordingly, the Shop will forward the 4 equipment to the Contractor, freight collect. 5 6 Stage 2 testing may extend beyond the allowed test period if: 7 8 1. A controller and cabinet assembly fails within the last 7 calendar days of 9 Stage 2; or 10 11 2. A controller and cabinet assembly that replaces a rejected assembly is 12 submitted for testing. 13 14 In order to pass the Stage 2 test, the controller and cabinet assembly must have no 15 failures during the last seven calendar days of the test period. 16 17 The Shop will release no equipment unless all documents are current and correct. 18 Should any document require revising or updating, the Contractor shall provide two 19 copies of that document with the changes marked in red. These documents 20 include, but are not limited, to the following: 21 22 1. One reproducible mylar wiring diagram of each cabinet supplied. 23 24 2. Two blue-tone wiring diagrams of each cabinet supplied. 25 26 3. Wiring diagrams for all auxiliary equipment furnished. One set per 27 cabinet. 28 29 4. Type 170E controller operations and maintenance manuals. One set per 30 cabinet. The Contractor shall provide two extra sets over and above the 31 total number required for all cabinets. 32 33 5. Auxiliary equipment operations and maintenance manuals. One set per 34 cabinet. 35 36 All equipment except accepted controllers and modems shall be removed from the 37 Shop within seven working days following notice of final approval and acceptance. 38 If not removed accordingly, the shop will forward the equipment to the Contractor 39 freight collect. Accepted controllers and modems shall remain in the shop until 40 requested by the Contractor for the turn-on test. 41 42 Communication Device Testing 43 All communication devices (modems, terminal servers, etc.) will be tested 44 using a Contracting Agency-owned communications data analyzer. The 45 communication devices will be tested over a 24-hour period. Each device is 46 passed if the data analyzer detects no errors over a 24-hour period. Any 47 device failing the test will be rejected. The rejected device shall be replaced at 48 no added cost to the Contracting Agency. 49 50 Controller Testing 51 Controller testing will be primarily communications oriented. However, a 52 hardware failure shall cause the controller being tested to fail the test. Each

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1 controller will be tested for communications compatibility with the central 2 computer over a 24-hour test period. The test will be considered successful if 3 communications with the central computer are maintained over the test period. 4 5 Communication Failure 6 Failure to properly communicate with the central computer on each 7 transmission during the 24-hour period shall cause the unit to fail the test. The 8 Contractor shall diagnose the problem and document the solution upon notice 9 of a failure. 10 11 Hardware-Oriented Problems 12 If the problem is hardware-oriented, the Contractor shall remove the failed unit 13 from the TMC for repair or replacement. The repaired or replaced unit and its 14 cabinet shall be delivered to the Shop for complete testing before re-testing at 15 TMC. 16 17 Software-Oriented Problems 18 If the problem is software-oriented, the Contractor shall promptly notify TSMC 19 personnel of the problem. The Contractor shall demonstrate that it is a 20 software problem and not a hardware incompatibility in the controller, to both 21 the Freeway Systems Engineer's and the Engineer's satisfaction. 22 23 Work Delays 24 The Contractor will not be granted an extension of time for delays caused by 25 rejected equipment. 26 27 Turn-On Test 28 Immediately following the field installation of the traffic data station controllers, 29 the Contractor shall demonstrate that all functions of the controllers and 30 cabinets operate as specified, specifically: 31 32 1. The ability of the cabinet to interface properly with field wiring and 33 equipment. This shall include communicating with the central computer 34 over the communication lines, and detecting vehicle presence and 35 absence over all induction loops. The Contractor shall correct any 36 interfacing problems resulting from this installation. 37 38 2. The ability of the controller to gather, store, and transmit field data to the 39 central computer, including status of field equipment, as specified. 40 41 3. The ability of the controller to receive and process commands from the 42 central computer. 43 44 The turn-on tests shall be conducted only during the time period between 45 9:00 a.m. and 2:30 p.m. The Contractor shall notify the Engineer 10 days 46 in advance of the demonstration and perform the demonstration in the 47 presence of the Engineer. TSMC personnel will be on-site to help in 48 transmitting commands from the central computer to the controller(s) at 49 the Contractor's request. 50 51 Closed Circuit Television System 52

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1 (NWR ITS October 4, 2004) 2 CCTV Test 3 The Contractor shall test the CCTV system using a Contractor-supplied NTSC- 4 compatible video monitor and a Contractor-supplied camera control device. The 5 control device may be an IBM-compatible laptop computer with a suitable EIA-422 6 converter running Vendor-supplied software. The control device and monitor shall 7 remain the property of the Contractor. All test cables and connections shall be the 8 responsibility of the Contractor. 9 10 During each testing phase, the Contractor shall repair, replace, or reconfigure each 11 CCTV camera installation as necessary, at no additional cost to the Contracting 12 Agency. 13 14 Bench CCTV Test 15 The Contractor shall perform a bench test on each camera, pan-and-tilt unit, and 16 camera controller prior to installation. The bench test shall be performed at a 17 location proposed by the Contractor and approved by the Engineer. The bench test 18 shall consist of the following: 19 20 1. Display camera video on Contractor-provided monitor. 21 2. Program I.D. generator. 22 3. Pan and tilt camera. 23 4. Zoom and focus camera in both fast and slow modes. 24 5. Turn camera off and on. 25 6. Change iris between auto and manual. 26 27 Local CCTV Test 28 At each camera control cabinet the Contractor shall connect the video monitor to 29 the coaxial video cable and connect the camera control device to the camera 30 control cable. The Contractor shall demonstrate to the Engineer the following 31 features of the camera installation: 32 33 1. Display camera video on the Contractor-provided monitor. 34 2. Program the I.D. generator to display the State Route on line 1 and the 35 CCTV camera number on line 2. 36 3. Pan and tilt the camera. 37 4. Zoom and focus the camera in both fast and slow modes. 38 5. Turn the camera off and on. 39 6. Change the iris to auto and manual. 40 41 (NWR ITS October 21, 2003) 42 HUB CCTV Test 43 At each hub the Contractor shall connect the camera control device to the EIA- 44 232/422 converter. The video monitor shall be connected to the BNC port of the 45 camera video receiver for the camera being tested. In the presence of the 46 Engineer, the Contractor shall demonstrate all of the features listed in the Local 47 CCTV Test section. 48 49 (NWR ITS February 11, 2002) 50 TMC CCTV Test 51 At the *** Dayton Avenue WSDOT Northwest Region *** Traffic Management 52 Center, the Contractor shall witness the TMC CCTV Testing as performed by the

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1 Contracting Agency. The Contracting Agency will attempt to perform all of the Local 2 CCTV Test features through an existing TMS control console at the TMC. 3 4 Communication Conduit System 5

6 (******) 7 Submittals 8 Within a minimum of 30 calendar days prior to anticipated construction, the 9 Contractor shall provide all documentation pertaining to the materials and method 10 of execution proposed to satisfy the requirements of this section. The Engineer's 11 approval is required prior to the committing of any materials or the commencement 12 of any work. 13 14 The Contractor shall anticipate a minimum of 30 calendar days for approval or 15 disapproval of each submitted item. Actual time for the Engineer's review is 16 dependent upon the completeness and appropriateness of the documentation 17 being submitted. Any deficiencies will require additional time for approval. Any 18 delays caused by such deficiencies will not be considered grounds for extension of 19 project time. The Contractor shall anticipate review intervals to ensure project 20 progress. 21 22 The Engineer's approval of any submitted documentation shall in no way relieve 23 the Contractor from compliance with the safety and performance requirements as 24 specified herein. 25 26 Submittals required by this item shall include, but not be limited to, the following: 27 28 1. The manufacturer's specifications for cable vaults and pull boxes. 29 30 2. Detailed shop drawings of pull box and cable vault fabrication. 31 32 3. Manufacturer’s specifications for all conduit, fittings and accessories. 33 34 4. Three foot sample of each type of conduit (PVC schedule 40 and PVC 35 schedule 80) with bell ends; and one sample of each conduit fitting and 36 accessory including: bushings, gaskets, connectors, couplings, conduit 37 clamps, expansion couplings, condulets (conduit bodies), and any other 38 conduit fitting or accessory proposed for use on this project. 39 40 5. Certificate of compliance with requirements for coefficient of friction and 41 Bellcore GR-356-CORE for innerducts. 42 43 Communication Cables And Interfaces 44

45 (******) 46 Submittals 47 Within a minimum of 30 calendar days prior to anticipated construction, the 48 Contractor shall provide all documentation pertaining to the materials and method 49 of execution proposed to satisfy the requirements of this section. The Engineer's

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1 approval is required prior to the committing of any materials or the commencement 2 of any work. 3 4 The Engineer will either approve or disapprove each submitted item within 30 5 calendar days of submittal subject to the completeness of the Contractor's 6 submittal. Actual elapsed time for the Engineer's review is dependent upon the 7 completeness and appropriateness of the documentation being submitted. Any 8 deficiencies in the Contractor's submittals shall require additional time for approval. 9 Any delays caused by such deficiencies shall not be grounds for extension of 10 project consideration dates. The Contractor shall anticipate review intervals and 11 schedule submittals accordingly to ensure project progress. 12 13 The Engineer's approval of any submitted documentation shall in no way relieve 14 the Contractor from compliance with the safety and performance requirements as 15 specified herein. 16 17 Submittals required by this item shall include, but not be limited to, the following: 18 19 1. A material staging plan, should the Contractor propose State owned 20 property as a staging area. 21 22 2. Manufacturer's complete specifications for all communication system 23 cables and, associated electronics and hardware components. 24 25 3. Manufacturer's complete specifications for twisted-pair cable splice 26 enclosures. 27 28 4. A detailed fiber optic and twisted-pair cable installation procedure 29 including the following: 30 31 a. Fiber optic cable cutting lengths reflecting the cable order and reel 32 allocations. 33 34 b. Cable pulling plan which shall state the exact operational procedures 35 to be utilized and which identifies the physical locations for equipment 36 placement, proposed equipment setup at each location, pulling 37 tension on all cables for each pull, staffing, and the pulling 38 methodology for each type of cable. 39 40 c. Exact splice points as provided for herein. 41 42 d. Workforce proposed for all equipment, safety, and manual assist 43 operations 44 45 5. Factory test data sheets for each reel of cable delivered. 46 47 (NWR ITS February 11, 2002) 48 Cable Installation - General 49 The Contractor shall determine a suitable cable installation method to ensure that 50 all cable installation requirements shall be met in all conduit sections. All work shall 51 be carried out in accordance and consistent with the highest standards of quality 52 and craftsmanship in the communication industry with regard to the electrical and

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1 mechanical integrity of the connections; the finished appearance of the installation; 2 as well as the accuracy and completeness of the documentation. 3 4 The Contractor shall make a physical survey of the project site for the purpose of 5 establishing the exact cable routing and cutting lengths prior to the commencement 6 of any fiber optic work or committing any fiber optic materials. Splicing is only 7 allowed for the programmed connection of reels and as shown in the Plans to 8 connect a lateral fiber optic cable to the mainline distribution fiber optic cable. The 9 Contractor shall submit a cable routing plan that shows the locations of all splices. 10 All splice locations other than those shown in the Plans must be approved by the 11 Engineer. 12 13 All work areas shall be clean and orderly at the completion of work and at times 14 required by the Engineer during the progress of work. 15 16 (NWR ITS October 21, 2003) 17 Fiber Optic Cable Installation 18 Fiber optic cables shall be installed in continuous lengths without intermediate 19 splices throughout the project, except at the location(s) specified in the Plans, or as 20 approved in writing by the Engineer. 21 22 The Contractor shall comply with the cable manufacturer's specifications and 23 recommended procedures including, but not limited to the following: 24 25 1. Installation. 26 2. Proper attachment to the cable strength elements for pulling during 27 installation. 28 3. Bi-directional pulling. 29 4. Cable tensile limitations and the tension monitoring procedure. 30 5. Cable bending radius limitations. 31 32 The Contractor shall protect the loops from tangling or kinking. At no time during 33 the length of the project shall the cable’s minimum bending radius specification be 34 violated. 35 36 To accommodate long, continuous installation lengths, bi-directional pulling of the 37 fiber optic cable shall be permitted. 38 39 In all cable vaults, pull boxes, and at all splice locations cable slack of 50 feet shall 40 be left by the Contractor, unless otherwise specified in the Plans. The 50 feet 41 length of fiber optic cable shall be coiled and secured with tie wraps to racking 42 hardware or as specified in the Plans. 43 44 Installation shall involve the placement of fiber optic cables in a specified inner duct 45 as defined in the Plans. The Contractor shall ensure that inner ducts are secured 46 to prevent movement during the cable installation process. 47 48 The pulling eye/sheath termination hardware on the fiber optic cables shall not be 49 pulled over any sheave blocks. 50

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1 When power equipment is used to install fiber optic cabling, the pulling speed shall 2 not exceed 100 feet per minute. The pulling tension limitation for fiber optic cables 3 shall not be exceeded under any circumstances. 4 5 Large diameter wheels, pulling sheaves, and cable guides shall be used to 6 maintain the appropriate bending radius. Tension monitoring shall be accomplished 7 using commercial dynamometers or load-cell instruments. 8 9 Patch cords placed between pad mounted cabinets shall be protected by plastic 10 spiral wrapping or flexible plastic duct. Spiral wrap or flexible plastic duct shall 11 cover the entire length of the patch cord(s) to within 12 inches of end. The spiral 12 wrap shall be installed before the patch cords are pulled into the conduit(s) and be 13 rated for use in electrical installations. 14 15 Fiber optic cable lubricant shall be used to reduce pulling tensions for the 16 installation of each fiber optic cable. 17 18 (NWR ITS October 16, 2006) 19 Fiber Optic Cable Splicing 20 Field splices shall be located as shown in the plans. No additional splices will be 21 allowed without the approval of the Engineer. 22 23 All fusion splicing equipment shall be in good working order, properly calibrated, 24 and meeting all industry standards and safety regulations. Cable preparation, 25 closure installation and splicing shall be accomplished in accordance with accepted 26 and approved industry standards. 27 28 Upon completion of the splicing operation, all waste material shall be deposited in 29 suitable containers for fiber optic disposal, removed from the job site, and disposed 30 of in an environmentally acceptable manner. 31 32 The Contractor shall use the fusion method for fiber optic splicing. Acceptable 33 fusion splicing techniques are: 34 35 Local Injections and Detection 36 Profile Alignment System 37 38 The Contractor shall seal all cables where the cable jacket is removed. The cable 39 shall be sealed per the cable manufacturer’s recommendation with an approved 40 blocking material. 41 42 The Contractor shall seal all buffer tubes with an approved blocking material to 43 prevent migration of gel into splice trays. 44 45 All splices shall be contained in splice trays utilizing strain relief, such as heat 46 shrink wraps, as recommended by the splice tray manufacturer. 47 48 (NWR ITS October 4, 2004) 49 Fiber Optic Splice Closure 50 All below ground splices shall be contained in waterproof splice closures. Splices 51 shall utilize two half shells bolted together with stainless steel bolts and be fitted 52 with a neoprene gasket. Selected splices shall not require a re-entry kit. Upon

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1 sealing the splice closure, the Contractor shall show that the closure maintains 10 2 psi of pressure for a 24-hour period. 3 4 (NWR ITS February 11, 2002) 5 Fiber Optic Cable Labeling 6 Permanent cable labels shall be used to identify fibers and patch cords at each 7 termination point. The cable labels shall consist of white colored heat shrink wraps 8 with identification based on the schematic shown on the ITS detail sheets. 9 10 (NWR ITS June 7, 2004) 11 Twisted-Pair Copper Cable Installation 12 The Contractor shall install all OSP cables and associated terminal blocks. 13 14 Cables shall be terminated in the communication hubs on a combination 15 connector/protector block, which shall be an AT&T Type 310 bifurcated quick clip 16 terminal block mounted on the wall of the vault. Protection shall be provided for 17 each pair. The surge protector shall be solid state, low voltage (60-90 volts) for 18 non-ringing circuits, 130 volts for ringing circuits and shall have a heat coil for 19 sneak current protection, and gold-plated pins. Protector block ground shall be 20 connected to the ground bus. 21 22 Where cables are terminated at terminal blocks in cabinets, the same pair 23 assignment shall be maintained. 24 25 (NWR ITS February 11, 2002) 26 Cable Racking in Pull Boxes and Cable Vaults 27 The Contractor shall rack the cable in vertical figure eight loops, which shall permit 28 pulling slack from the vaults without introducing twist to the cable. 29 30 Cables shall be secured in racked positions with nylon ties. Identification or 31 warning tags shall be securely attached to the cables in at least two locations in 32 each pull box or cable vault. 33 34 All coiled cable shall be protected to prevent damage to the cable and fibers. 35 Racking shall include securing cables to brackets (racking hardware) that extend 36 from the side walls of the pull box. 37 38 All racking hardware shall be stainless steel. 39 40 (NWR ITS October 16, 2006) 41 As-Built Records 42 The Contractor shall provide the Engineer with a cable route diagram for all 43 installed fiber optic and twisted pair cables. The diagram shall show the actual 44 cable routes and "meter marks" where each cable enters and exits pull boxes, 45 cable vaults, junction boxes, splices and termination points. The Contractor shall 46 record these points during cable installation. The diagram shall also include all ITS 47 device locations as well as the location and quantity of slack cable. The cable 48 route diagram shall be submitted to the Engineer as part of the Fiber Cable Testing 49 documentation. 50

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1 (NWR ITS May 5, 2014) 2 Fiber Optic Cable Testing 3 The installed optical fiber cable shall be tested for compliance with the transmission 4 requirements of this specification, the cable and hardware manufacturer's 5 specifications, and prescribed industry standards and practices. 6 7 Prior to commencing acceptance testing, the Contractor shall complete the 8 installation of the fiber optic system. This includes sealing the splice closures, 9 completing the splicing and racking the cables in the pull boxes and cable vaults. 10 11 All testing values shall be in metric. 12 13 Types of Testing 14 The two required acceptance tests for optical fiber cable system certification are: 15 16 Power Meter testing 17 18 Optical Time Domain Reflectometer (OTDR) testing 19 20 Power Meter Testing 21 Power meter testing shall be used to measure the end-to-end attenuation of 22 each new fiber installed between a field device and a communications hub as 23 well as between communications hubs. Power meter testing shall be 24 performed at the 1310 and 1550 nanometer wavelength in both directions. 25 26 Prior to commencing testing, the Contractor shall submit the manufacturer and 27 model number of the test equipment along with certification that the power 28 meter has been calibrated within 12 months of the proposed test dates. 29 30 The following information shall be documented for each fiber test 31 measurement: 32 33 1. Fiber/Strand # 34 2. Fiber type (Singlemode or Multimode) 35 3. Cable, tube, and fiber IDs 36 4. Near end and far end test locations 37 Use device names in Contract plans 38 5. End-to-end attenuation 39 In each direction and the bidirectional average 40 6. Length of span being tested 41 7. Date, time, and operator 42 8. Wavelength 43 44 Optical Time Domain Reflectometer (OTDR) Testing 45 An optical time domain reflectometer (OTDR) with recording capability shall be 46 utilized to test the end-to-end transmission quality of each optical fiber. Quality 47 tests shall consider attenuation, reflectance, and discontinuities. The OTDR 48 shall be equipped with 1310 nanometer and 1550 nanometer light sources for 49 singlemode optical fibers. The OTDR shall be capable of providing electronic 50 and hard copy records of each test measurement. 51

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1 The Contractor shall utilize a dead-zone box (a.k.a. launch reel) containing 1 2 km of optical fiber, when performing OTDR tests. The dead-zone box shall be 3 located between the OTDR and the fiber optic connector of each strand tested. 4 5 Each new fiber shall be tested in both directions at the 1310 and 1550 6 nanometer wavelengths. Existing fibers that are spliced to or re-spliced as part 7 of this contract shall also be tested in both directions and at both wavelengths. 8 9 The following information shall be documented for each fiber test 10 measurement: 11 12 1. Fiber/Strand # 13 2. Fiber type (Singlemode or Multimode) 14 3. Cable and fiber IDs 15 4. X-Y plot scaled for fiber length 16  The X-axis (Distance) shall be scaled such that the beginning of 17 the trace starts with the OTDR/dead-zone interface. The end of 18 the trace shall extend no more than 1 km beyond the end of the 19 test span. 20  The Y-axis (dB) shall be set to maximize the trace. The bottom of 21 the Y scale shall begin above the noise floor and the top of the 22 scale shall be no more than 5 dB higher than the largest event. No 23 events or reflections shall be cut off. 24 5. Near end and far end test locations 25 Use device names in Contract plans 26 6. Date, time, and operator 27 7. Wavelength 28 8. OTDR Settings 29  Index of Refraction 30  Averaging time (Minimum of 30 seconds) 31  Pulse Width (to provide a smooth trace, excluding events) 32 9. Table of Events that includes: Event ID, Type, Location, Loss, and 33 Reflection. 34  Events are defined as: 35 36 1. Any reflectance event in excess of -60 dB 37 2. Any loss occurrence in excess of 0.05 dB 38 3. Any splice location regardless of loss 39 4. Beginning and end of span 40  The beginning of the span shall be denoted by the “A- 41 Marker”. This marker shall be placed just to the left of 42 the spike of the dead-zone box / fiber interface. 43  The end of the span shall be denoted by the “B- 44 marker”. This marker shall be placed just to the left of 45 the end-of span reflection spike. 46 47 Fiber Optic Performance Requirements 48 1. Splice Loss: 49  Shall not exceed 0.20 dB in one direction 50  Bidirectional Average shall not exceed 0.15 dB 51 2. Reflectance: 52  Shall not exceed -55 dB

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1 2 Fiber Cable Testing Documentation 3 The Contractor shall submit one hard copy and one electronic copy of the fiber 4 test results to the Engineer for approval. Only one OTDR test result shall be on 5 each page. The Contractor shall take corrective actions on portions of the fiber 6 installation determined to be out of compliance with these specifications. 7 8 Upon acceptance of the cable installation and test results, the Contractor shall 9 submit three hard copies and three electronic copies of the fiber test results to 10 the Engineer. 11 12 Hard copy submittals shall be bound in 3-ring binders. Each 3-ring binder shall 13 have the following information on the front and side: 14 15 1. The title “Fiber Optic Test Results” 16 2. The name of the roadway(s) where fiber was installed 17 3. Contract name and number 18 4. Date 19 20 The front cover shall also include the following: 21 22 1. The size of each cable installed and the beginning and ending mileposts 23 of each cable replaced. 24 2. The company name address and phone number that did the fiber optic 25 work 26 27 Each 3-ring binder shall also include a table of contents and index dividers for 28 each cable segment and each direction tested. The electronic submittals shall 29 be on compact discs and include one licensed copy of the applicable OTDR 30 reader program. 31 32 The following information shall be included in each test result submittal: 33 34 1. Contract number, contract name, contractor name and address 35 2. Dates of cable manufacture, installation, and testing 36 3. Cable specifications 37  Manufacturer data sheet 38  Helix Factor 39  Date of manufacture 40 4. Fiber (Glass) specifications 41  Manufacturer and Part # 42  Index of Refraction 43  Optical performance (loss/km) 44  Mode Field Diameter 45 5. As-Built Records (In accordance with the Special Provisions) 46 6. OTDR test results – No more than one test per page 47 7. Power Meter test results 48 49 Within 30 days of submitting the test results, the Contractor, in the presence of 50 the Engineer, shall re-test a minimum of 5% of the previously tested locations 51 to validate the test results. A 5% sample will be selected randomly from the 52 terminal device locations.

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1 2 (NWR ITS September 9, 2002) 3 Twisted-Pair (TWP) Copper Cable Testing 4 The Contractor shall perform a Field Acceptance Test on the installed cable. Each 5 pair shall be tested for frequency attenuation between the communication hub and 6 each ITS device. The State will provide a witness during the tests and the test 7 results shall be documented as prescribed elsewhere in this specification. 8 9 Any pairs showing attenuation greater than 2 dB per mile at 1 kHz shall be cause 10 for rejection of the cable. The Contractor shall replace any cable failing this test at 11 no additional expense to the Contracting Agency. The Contractor shall provide all 12 test equipment necessary to perform the tests. 13 14 All pairs of each underground cable shall be tested for continuity, polarity, shorts, 15 grounds, longitudinal balance, and both resistive and impedance losses consistent 16 with the manufacturer's specifications and standard telecommunication industry 17 requirements 18 19 Each TWP copper cable intended primarily for data communication applications 20 shall be tested end-to-end from the controlled environment vault cable termination 21 point to the interface at the traffic control device. The transmission test procedure 22 shall include the continuity testing of each pair within each TWP cable from the 23 outlet in the termination panel in the vault to the termination outlet at each device 24 location. 25 26 The Contractor shall ensure that all individual wires in all TWP cables have been 27 terminated consistent with the wire insulation color to termination pin requirements 28 set forth in this Special Provision. 29 30 The Contractor shall document the transmission quality test results for 50% of the 31 pairs in each cable of the installed TWP cable and provide documentation for each 32 cable that the cable meets or exceeds the manufacturer's published specifications 33 and otherwise complies with the requirements set forth in this specification for 34 characteristic impedance, longitudinal balance, resistive and impedance losses, 35 and near-end crosstalk. 36 37 The Contractor shall provide the Engineer with the manufacturer and model 38 number of the test equipment and the equipment calibration procedures to be used 39 prior to conducting all tests. 40 41 The Contractor shall test each underground cable end-to-end from the controlled- 42 environment vault-termination block to the terminal block at each cable pedestal or 43 other outside plant terminal equipment. The Contractor shall provide actual test 44 readings for each of the following items to verify the required transmission criteria: 45 46 DC Resistance - The resistance of any conductor in any cable shall not exceed 47 20 ohms per 1000 feet. 48 49 DC Resistance Unbalance - The resistance unbalance between the two 50 conductors of any pair shall not exceed 5%. 51

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1 Ambient Noise Measurements - The Contractor shall measure the ambient 2 noise level in dBm0 to determine the level of noise on each cable being tested. 3 The distant end of the pair being tested should be terminated with a 600-ohm 4 resistor. At the near end, an HP-3551 or equivalent transmission measuring 5 set should be configured for conducting a noise reading test. Cable pairs 6 being sampled shall provide an ambient noise figure of 30 Dbm0 (-60 dBm) or 7 better. The Contractor shall record all readings. 8 9 Shield Continuity -Test and measurements shall be made to assure that all 10 underground cable shields are continuous from end-to-end. Each shield shall 11 show a resistance of not more than .75 ohms per 1000 feet. 12 13 Within 30 days of submitting the test results, the Contractor, in the presence of the 14 Engineer, shall re-test a minimum of 5% of the previously tested locations to 15 validate the test results. A 5% sample will be selected randomly from the terminal 16 device locations. 17

18 (******) 19 MT Baker Tunnel Maintenance Radio System 20 21 General 22 The Contractor shall provide all tools, equipment, material, labor, and work for the 23 construction and furnishing of the required facilities and services. 24 25 Clean-up shall consist of removing from the site after completion of the work, all 26 general plant and equipment described in this specification. In addition, all storage 27 areas and working areas shall be cleaned of rubbish and discarded materials, and 28 left in a condition satisfactory to the Engineer. All damage caused by the 29 Contractor’s operation shall be repaired. 30 31 All work shall be done in a safe and workmanlike manner. 32 33 Installation shall meet or exceed latest version of Motorola Standard R56 34 “Standards and Guidelines for Communications Sites” (Motorola part number 68- 35 81089E50), including but not limited to grounding, equipment mounting, and power 36 connections. 37 All miscellaneous components, such as splitters, directional couplers, etc., shall be 38 firmly mounted. 39 40 All cabling shall be connected to walls or ceilings using the appropriate 41 manufacturers’ cable hangers. Cable runs shall be neat and shall not, under any 42 circumstances, be attached to electrical conduits. 43 44 The Contractor shall place all terminations and antennas above 7 feet and out of 45 reach of the general public in the fan rooms. 46 47 The Contractor shall sleeve all cable terminations with appropriately sized heat 48 shrink tubing to a point at least 6” behind the connector. 49

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1 Cable Installation 2 The Contractor shall not bend coaxial cables to a radius that is less than the 3 minimum manufacturer specification for that cable. 4 5 The Contractor shall follow the cable manufacturer’s installation standards for the 6 cable. 7 8 Cables shall remain clear of all other trade workings. 9 10 Each cable between any two locations shall be tagged or marked identically at both 11 ends in multiple locations with a unique number to the specific cable and the radio 12 system. Markings shall be permanent and placed where they are visible for 13 inspection without moving other cables. Cable numbers shall be noted on as-built 14 drawings. 15 16 Cable Hangers 17 Cable hangers shall be installed every 4 feet or less to support the cable or in 18 accordance with the cable manufacturer’s recommendations. 19 20 When installing the cable in cable hangers, care shall be taken to not over tighten 21 the hangers beyond what is necessary to firmly hold the cable in place. This could 22 compromise the internal integrity of the cable by crimping or kinking the outer 23 conductor or dielectric. 24 25 Splitter and Directional Coupler Installation 26 The Contractor shall install directional couplers/splitters in such a manner so as to 27 have minimal stress on connectors. 28 29 The Contractor shall mount each directional coupler/splitter on a bracket that 30 provides for the structural integrity of the input and output ports of the device. 31 32 The Contractor shall install the directional couplers in the specified orientation and 33 note these on the as-built drawings. 34 35 For short connections close to antenna connections (less than 2 feet), the 36 Contractor shall use flexible coaxial cable assemblies or jumpers instead of rigid 37 coaxial cable. 38 39 Antenna Installation 40 Antenna placement shall be as indicated on the drawings. Placement of these 41 antennas more than 5 feet from the intended location must be approved by 42 WSDOT prior to placement. 43 44 The Contractor shall install lightning protection on the outside of the supply plenum 45 near the donor antenna and attach it to the building steel in accordance with the 46 Motorola R56 Standard. 47 48 Connector Installation 49 The Contractor shall install all connectors cabling and other components in 50 accordance with the manufacturer’s recommendations. 51

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1 System Testing 2 The radio system shall be tested in stages in order to properly demonstrate that the 3 equipment and its installation perform as designed and the overall system 4 performance meets design goals and requirements. 5 6 Factory Testing 7 Prior to the commencement of any installation work, each piece of equipment shall 8 be individually tested and accepted by the Factory and Laboratory tests in 9 accordance with the manufacturer’s specifications. These tests shall ensure that all 10 electronic equipment is in complete working order on applicable frequencies prior to 11 installation. The Contractor shall submit certification of Factory and Laboratory 12 testing. 13 14 Installation Inspection and Testing 15 Upon the completion of the installation and integration phases, the radio system 16 shall be tested and evaluated to demonstrate that the system was installed in 17 accordance with industry standards and manufacturer specifications. 18 19 1. The first step in the test and evaluation process shall be individual 20 inspections of all installed coaxial cables, including support structure, to 21 ensure all were installed in accordance with manufacturer’s and design 22 specifications. 23 2. The inspections shall be of all coaxial cables and connectors exposed to an 24 outside environment to ensure they are water proofed with either a “Cold 25 Shrink” (or equivalent system or via a butyl rubber tape covered with a 26 plastic tape. 27 3. Cable clamp inspections shall ensure they are installed at intervals that are 28 no more than the manufacturer’s specified recommended maximum spacing 29 for an outdoor installation specification. All cable clamps shall be inspected 30 to ensure they are secured properly to the specified support structures 31 4. The visual inspections shall include all Ethernet optic cable and connections 32 for any signs of defects. 33 34 DC-Loop Resistance Testing 35 Upon satisfactory inspection of the completed installation work, each coaxial cable 36 run shall be individually tested via a DC-Loop Resistance Test. This test shall 37 demonstrate the integrity of the inner and outer conductors of the coaxial cables 38 and all coaxial jumpers while ensuring proper attachment of all connectors and 39 loads. This test shall measure resistance between the exposed inner and outer 40 conductor ends of the jumper at the connection of an individual coaxial cables 41 through a shorting connector temporarily installed in place of the load termination at 42 the end of the coaxial cables. 43 44 The test equipment shall consist of a Fluke digital meter with an AC powered test 45 setup used on some of the longer cable runs. Both test setups shall be capable of 46 measuring within a degree of uncertainty of 5% of the value to be measured. An 47 alternative method can be proposed in the submitted test plan. 48 49 Return Loss Testing 50 Antenna Reflected Power Return Loss tests shall be performed in accordance with 51 the manufacturer’s stipulations to ensure the cable and antennas sweep in 52 accordance with the manufacturer’s specifications. The sweep testing shall

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1 encompass all transmit and receive frequencies utilized by the WSDOT 2 maintenance radio system. 3 4 A calibrated Anritsu Site Master test set (or like equivalent) shall be used to 5 complete these tests. The contractor must ensure that 30 watts of power is 6 available at each transmit antennas after cable and passive device losses. 7 8 Baseline RF Measurements 9 Upon installation completion, RF baseline dBm level measurements shall be 10 recorded during the System Optimization Process. These measurements include 11 RF Downlink Output Power, Uplink Gain, BDA downlink and Uplink sensitivity 12 settings, Uplink and Downlink passive splitting losses at the Head end and Remote 13 Units Downlink signal strength. 14 15 Subjective Voice Testing 16 The Subjective Voice Testing shall demonstrate and subjectively grade the audio 17 quality delivered of the system in full operation as experienced by a typical member 18 of the user community. This testing shall be performed through all portions of the 19 covered areas for this projected. 20 21 The testing shall consist of a Field Test Engineer keying the WSDOT Maintenance 22 Department portable radio and perform an audio check using the phonetically 23 balanced Harvard based sentences. A Test Engineer shall be located at Control 24 Room and grade the received voice quality of the test transmission from the Field 25 Test Engineer. The Control Room Test Engineer shall then key portable radio and 26 perform another audio check of at least 5 seconds in length. The Field Test 27 Engineer shall grade the received voice quality of the transmission from the 28 Dispatch Test Engineer. This process shall be repeated for each test point location. 29 Data shall be recorded in a Microsoft Excel spreadsheet or equivalent format. 30 31 System Acceptance 32 Acceptance of the radio system with respect to performance requirements and the 33 requirements of this testing shall be based on the passing of each test item 34 contained in this document. Testing the system in stages shows that each 35 component within the system was built and installed as designed and operated as 36 required. The Factory and Post-Installation Tests demonstrate the performance of 37 the equipment before and after the installation phase. The test results shall be 38 evaluated to demonstrate conformance with manufacturer specifications. 39 Satisfactory findings reached during these testing phases shall demonstrate that 40 the equipment was installed properly and has the continuity necessary to perform 41 to, or above, set thresholds. The Subjective Voice Test shall demonstrate the 42 performance of the new system. This threshold shall demonstrate that the radio 43 system performs to an acceptable level. The successful test results represent the 44 established performance of the radio system as the system is turned over to 45 WSDOT and put into everyday use. Further, transitioning to the maintenance period 46 of the system, these test results act as a performance baseline that future testing 47 can be graded against. 48 49 Final acceptance testing of the system by WSDOT Maintenance shall be done 50 before the system is fully accepted. 51

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1 Code and Standards 2 Design and performance of Antenna components shall conform to the following 3 industry standards: 4 5 1. NFPA 502 6 2. TIA TR8 TSB-88C “Wireless Communications Systems Performance in 7 Noise-Limited Situations” 8 3. Motorola Standard R56 “Standards and Guidelines for Communications 9 Sites”. 10 11 Product Delivery, Storage and Handling 12 The Contractor shall deliver materials in manufacturer’s original packages. Where 13 materials are fabricated into sub-assemblies off-site, the Contractor shall ensure 14 that the sub-assemblies are packaged in such a way to prevent damage during 15 shipment. 16 17 The Contractor shall store materials under environmental conditions recommended 18 by the manufacturer to prevent damage. 19 20 The Contractor shall handle materials as recommended by the manufacturer to 21 prevent damage and to prevent any reduction in serviceability of the material. 22 23 The Contractor shall only install materials within the range of environmental 24 conditions per referenced installation standards or manufacturer’s 25 recommendations. 26 27 The Contracting Agency shall have the right at all reasonable times to inspect and 28 test the work and for this purpose, shall have access to the work whenever it is in 29 preparation or in progress. The Contractor shall provide necessary labor and 30 proper facilities for such access, inspection and testing, and shall provide full 31 information concerning any materials entering into the work. 32 33 Quality Assurance 34 All work described in this section shall be installed and tested by factory certified 35 technicians qualified for the work. The technicians shall have a minimum of five 36 years of installation experience with the proposed manufacturer(s). When 37 requested, the Contractor shall provide documentation verifying longevity of the 38 installing company’s relationship with the manufacturer. 39 40 The control system hardware and software manufacturer shall provide a field 41 service department with experienced representatives in the U.S. with the capability 42 to provide telephone consultation, prompt on-site service, and field replacement 43 stock. Emergency service shall be available within 24 hours of notification. After 44 final system acceptance by the Engineer, field service costs shall be covered by the 45 manufacturer’s standard warranty. After warranty expiration, field service costs shall 46 be billed at the manufacturer’s standard rates. 47 48 The Contractor shall configure all hardware and software described in the Plans. In 49 addition, the Contractor shall provide any additional labor and materials required to 50 furnish and install a fully functional system. 51

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1 The Contractor is responsible for programming, debugging and testing this 2 software. The Contracting Agency shall be granted full ownership of programs and 3 source code developed for this system. 4 5 Warranty Information, including but not limited to: 6 The Contractor shall provide a 2-year on-site warranty for parts and labor on the 7 installed electronics and passive devices. The warranty shall start on the day that 8 the system is fully accepted and signed off on. Jumpers and small cable 9 assemblies shall be included in this warranty. The Contractor shall provide a 10 standard 24 hour response time in the contract with optional times of 2 and 4 hours 11 with pricing included. 12 13 Time and Material pricing for maintenance of the installed coaxial cables and 14 antennas shall be provided. 15 16 An overall Statement of Warranty from the radio system Contractor for the 17 completed radio system shall include the names, addresses, and business 18 telephone number(s) of Maintenance Contractor. 19 20 The Contractor shall provide instructions for obtaining extended warranty service 21 from the radio system Contractor, and from each manufacturer. 22 23 The Contractor shall provide manufacturer’s publications for each item of 24 equipment. 25 26 The Contractor shall provide a copy of the manufacturers’ warranties, with names, 27 addresses, and business telephone number(s) of installing contractor. 28 29 Contractor Qualifications 30 1. The Contractor shall have installed similar systems for at least five years 31 and provide documentation to include locations, value, and current point of 32 contact information. 33 2. The Contractor shall be trained and if applicable, certified in the installation 34 and testing of the proposed system. 35 3. The Contractor shall have FCC or equivalently licensed technicians to 36 setup, test and maintain the installed equipment. 37 4. The Contractor must be able to maintain the system via service contract if 38 required. 39 40 Submittals 41 The Contractor shall submit the following to the Engineer: 42 Shop Drawings 43 1. Provide floor plans for the installed equipment with the locations of all 44 equipment and cabling installed. 45 2. Provide schematic drawings (single line, and detailed) for the radio 46 equipment racks, couplers and cabling schedule for all RF, Ethernet 47 and power cables. 48 3. Cut/data sheets for all installed equipment and hardware. 49 4. Provide power and space requirements for each rack and equipment 50 enclosure. 51 5. Submit a complete System Test Plan for approval prior to testing. 52

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1 Final Documentation 2 1. As Built documentation to include all active as well as passive components. 3 2. Testing documentation of all testing on the system 4 3. Service Manuals for all the installed active electronics. Cut sheets are 5 required for all other equipment deployed. 6 4. Copy of the signed off paperwork from WSDOT confirming that the system 7 meets the requirements specified herein. 8 9 General 10 11 Section 8-20.3(1) is supplemented with the following: 12 13 (NWR May 15, 2000) 14 Energized Equipment 15 Work shall be coordinated so that electrical equipment, with the exception of the 16 service cabinet, is energized within 72 hours of installation. 17 18 (NWR June 20, 1995) 19 Pole Removal 20 Poles designated for removal shall not be removed prior to approval of the 21 Engineer. 22 23 (NWR May 5, 2014) 24 Electrical Equipment Removals 25 Removals associated with the electrical or ITS systems shall not be stockpiled 26 within the job site without the Engineer's approval. 27 28 (NWR May 5, 2014) 29 Contracting Agency Owned Equipment 30 A portion of the temporary or existing equipment to be removed shall remain the 31 property of the Contracting Agency. 32 33 The following shall be disconnected, dismantled, and delivered to the Contracting 34 Agency: 35 36 *** 37 Ramp Meter Cabinets and associated equipment 38 Gate Control Cabinets and associated equipment 39 VMS Control Cabinets and associated equipment 40 Radio Repeater Cabinet and associated equipment 41 Transformers and Cabinets 42 Gate Motor/Controls and Enclosure 43 Gate Arms 44 Neon Signs 45 Variable Message Signs 46 Changeable Message Signs 47 Traffic Signal Heads 48 CCTV Cameras 49 Radio Repeater 50 Luminaire Poles 51 Luminaires 52 ***

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1 2 Removed electrical equipment which remains the property of the Contracting 3 Agency shall be delivered to: 4 5 WSDOT Signal Shop 6 3700 9th Ave. So. 7 Seattle WA 98134 8 Phone: (206) 442-2110 9 10 Five days written advance notice shall be delivered to both the Engineer and the 11 Electronic Parts Specialist at the address listed above. Delivery shall occur during 12 the hours of 8:00 a.m. to 2:00 p.m. Monday through Friday. Material will not be 13 accepted without the required advance notice. 14 15 Equipment damaged during removal or delivery shall be repaired or replaced to the 16 Engineer's satisfaction at no cost to the Contracting Agency. 17 18 The Contractor shall be responsible for unloading the equipment where directed by 19 the Engineer at the delivery site. 20 21 (NWR April 11, 2001) 22 Wire Removal 23 Remove all wires from salvaged light and signal standards. 24 25 (NWR November 16, 1995) 26 Span Wire Removal 27 Span wire shall not be lowered or disconnected from strain poles until all 28 associated signal heads and signs have been removed from the span. 29 30 (NWR August 5, 1996) 31 Pole Shaft and Mast Arm Identification 32 All removed mast arms and pole shafts shall be identified by paper 33 identification tags recording pole number, intersection location (such as SR 34 XXX, Jct XXX), and mast arm length. 35 36 Four inch by six inch (minimum) tags shall be taped to corresponding pole 37 shafts and mast arms. Information on the mast arm tag shall match the 38 information on the corresponding pole shaft tag. Each tag shall be entirely 39 covered with clear acetate tape. The tape shall be wrapped one full circle 40 around the shaft or arm with a 1/2 inch minimum overlap at the ends and 41 sides. 42 43 The Contractor shall bundle the complete signal standard assembly together. 44 The assembly consists of pole shaft, mast arm, and connecting bolts. 45 Connecting bolts shall be attached to the original mast arm base plate. 46 47 (NWR May 5, 2014) 48 Contractor Owned Removals 49 All removals associated with electrical or ITS systems, which are not designated to 50 remain the property of the Contracting Agency, shall become the property of the 51 Contractor and shall be removed from the project. 52

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1 The Contractor shall: 2 3 Remove all wires for discontinued circuits from the conduit system. 4 5 Remove elbow sections of abandoned conduit entering junction boxes. 6 7 Abandoned conduit encountered during excavation shall be removed to the 8 nearest outlets or as directed by the Engineer. 9 10 Remove foundations entirely, unless the Plans state otherwise. 11 12 Backfill voids created by removal of foundations and junction boxes. 13 Backfilling and compaction shall be performed in accordance with Section 2- 14 09.3(1)E. 15 16 (NWR May 15, 2000) 17 Surface Mounted Appurtenances 18 Electrical appurtenances to be surface mounted on structures shall be mounted so 19 that a minimum ¼ inch space is maintained between the appurtenance and 20 structure.

21 (******) 22 Existing System Disruption and Restoration 23 The Contractor shall use every precaution to ensure that no contract work causes 24 disruptions to the existing systems, except those disruptions that are planned and 25 approved in advance, as defined herein. 26 27 Existing systems include, but are not limited to, the following: 28 29 A. All ITS field devices, such as ramp meter, data collection, radio repeater 30 systems, and CCTV systems, within the project construction limits. 31 32 B. Fiber optic and TWP data and video communication systems on I-90 from 33 I-5 to I-405. 34 35 Planned Disruptions 36 Contract work may require disruptions to existing systems, circuits, and 37 equipment. The Contractor shall schedule the work and predetermine the 38 affected system(s), extent, start time, and duration of planned disruptions. 39 Planned disruptions shall be scheduled between the hours of 8 P.M. and 4 40 A.M. If traffic control is required for this work, the Contractor shall also adhere 41 to the allowable closure hours listed in the Special Provisions. Failure of the 42 Contractor to restore disrupted systems and equipment prior to 4 A.M will 43 constitute an unplanned disruption, and the "Restoration Procedure" below will 44 apply. 45 46 Requirements 47 Twenty-one calendar days prior to planned disruptions of any existing system, 48 circuit, or equipment, the Contractor shall submit to the Engineer for approval a 49 written Disruption Request. Each Disruption Request shall include the 50 system(s) to be affected, the disruption start date and time, and the estimated 51 duration required. The Contractor shall submit a separate, numbered

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1 Disruption Request for each planned disruption. Disruption Request approval 2 or rejection will be returned to the Contractor in writing by the Engineer at least 3 seven calendar days prior to the proposed start of the disruption. The 4 Engineer may reject a requested time or duration and verbally recommend an 5 alternate time or duration agreeable to both the Contractor and the Contracting 6 Agency. 7 8 Restoration Procedure 9 Any unplanned disruptions determined by the Engineer to be caused by the 10 actions of the Contractor or the Contractor's representative(s) shall be 11 corrected by the Contractor at no additional cost to the Contracting Agency. 12 13 Upon the occurrence of an unplanned disruption and subsequent notification 14 by the Engineer, the Contractor shall immediately stop all other ITS work in 15 progress, and shall expend all efforts to restore the disrupted system(s) or 16 correct the problem causing the disruption. The Contractor will not be granted 17 an extension of time for delays caused by the repair of disrupted systems. 18 Unplanned disruptions shall result in the assessment of liquidated damages. 19

20 (******) 21 ITS System Order of Work 22 The Contractor shall submit for review and approval a proposal for accomplishing 23 the ITS work to the Engineer along with a copy to: 24 25 Freeway Systems Engineer 26 15700 Dayton Avenue North 27 P.O. Box 330310 MS-120 28 Seattle, WA 98133-9710 29 (206) 440-4462 30 31 The proposal shall be approved before any ITS fieldwork begins. The proposal 32 shall include a critical path for ITS construction which shows dates of 33 disconnection, reconnection, and installation of the following ITS components as 34 applicable to this contract: 35 36 1. Traffic Data Accumulation And Ramp Metering System 37 2. Closed Circuit Television System 38 3. Highway Advisory Radio System 39 4. Communication Conduit System 40 5. Communication Cable and Interfaces 41 6. Variable Message Sign 42 7. Video, Voice & Data Distribution and Transmission System 43 8. Environmental Sensor Station 44 9. Permanent Traffic Recorder Station 45 10. Radio Repeater 46 11. Weather station 47 48 The critical path shall also indicate all roadway lane shifts or closures that will be in 49 effect during ITS construction. 50

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1 (NWR ITS February 23, 2009) 2 Removal and Delivery of Existing ITS Equipment 3 Where identified in the Plans, the Contractor shall remove and deliver the existing 4 devices to: 5 6 3700 9th Ave. S. 7 Seattle WA 98134 8 Attention: Secretary Supervisor 9 (206) 442-2110 10 FAX: (206) 442-2147 11 12 Five days written advance notice shall be given to both the Engineer and the 13 electrical parts specialist at the address listed above. Delivery shall occur between 14 the hours of 8:00 a.m. and 1:00 p.m. Monday, Wednesday, and Friday. Material will 15 not be accepted without the required advance notice. 16 17 Equipment damaged during removal or delivery shall be repaired or replaced to the 18 Engineer’s satisfaction at no cost to the Contracting Agency. 19 20 Conduit 21 22 ITS and Cabinet Outer and Inner Duct Conduit 23 Section 8-20.3(5)A2 is supplemented with the following: 24 25 Section 8-20.3(5)A2 is supplemented with the following: 26 27 (NWR June 24, 2013) 28 Conduit Seal 29 Exisitng conduits, entering cabinets, that are scheduled to have cables added 30 or removed shall be sealed with an approved mechanical plug or waterproof 31 foam at both ends of the conduit run. 32 33 Existing Outer duct and inner duct conduit, entering cabinets, that are 34 scheduled to have cables added or removed shall be sealed according to this 35 section. 36 37 38 Junction Boxes, Cable Vaults, and Pull boxes 39 40 Section 8-20.3(6) is supplemented with the following: 41 42 (NWR May 5, 2014) 43 Unless otherwise noted in the Plans or approved by the Engineer, junction boxes, 44 cable vaults and pull boxes shall not be placed within the traveled way or paved 45 shoulders. 46 47 All junction boxes, cable vaults, and pull boxes placed within the traveled way or 48 paved shoulders shall be heavy-duty. 49 50 Wiring shall not be pulled into any conduit until all associated junction boxes have 51 been adjusted to, or installed in, their final grade and location, unless installation is

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1 necessary to maintain system operation. If wire is installed for this reason, sufficient 2 slack shall be left to allow for future adjustment. 3 4 Prior to installing new cables or reinstalling existing cables into new or existing 5 cable vaults, pull boxes or junction boxes, the cable vault, pull box or junction box 6 shall be cleaned of all dirt and debris. 7 8 When junction boxes, cable vaults and pull boxes are installed or adjusted prior to 9 construction of finished grade, pre-molded joint filler for expansion joints may be 10 placed around the junction boxes, cable vaults and pull boxes. The joint filler shall 11 be removed prior to adjustment to finished grade. 12 13 When junction boxes, cable vaults or pull boxes are adjusted to finished grade, the 14 six-inch gravel pad requirements shall be maintained. When existing junction boxes 15 pull boxes or cable vaults do not have this gravel pad, or the gravel pad does not 16 meet these specifications, a gravel pad, meeting these specifications shall be 17 installed as part of the adjustment to finished grade. 18 19 Heavy-duty Type 4, 5 and 6 junction boxes, cable vaults and pull boxes shall be 20 installed in accordance with the following: 21 22 1. Excavation shall be sufficient to leave one foot in the clear between their 23 outer surface and the earth bank. 24 25 2. Junction boxes, cable vaults and pull boxes shall be installed on a level 6- 26 inch layer of crushed surfacing top course, in accordance with 9-03.9(3), 27 placed on a compacted or undisturbed foundation. The crushed surfacing 28 shall be compacted in accordance with Section 2-09.3(1)E. 29 30 3. After installation, the lid/cover shall be kept bolted down during periods 31 when work is not actively in progress at the junction box, cable vault or 32 pull box. 33 34 4. Before closing the lid/cover, the lid/cover and the frame/ring shall be 35 thoroughly brushed and cleaned of all debris. There shall be absolutely no 36 visible dirt, sand or other foreign matter between the bearing surfaces. 37 38 5. When the lid/cover is closed for the final time, a liberal coating of anti- 39 seize compound shall be applied to the bolts and nuts and the lid shall be 40 securely tightened. 41 42 6. Hinges on the Type 4, 5 and 6 junction boxes shall be located on the side 43 of the box, which is nearest to the adjacent shoulder. Hinges shall allow 44 the lid to open 180 degrees. 45 46 Wiring 47 48 Section 8-20.3(8) is supplemented with the following: 49 50 (NWR April 14, 2003) 51 Wire Labels

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1 At each junction box, all illumination wires, power supply wires, and communication 2 cable shall be labeled with a PVC marking sleeve. For illumination and power 3 supply circuits the sleeve shall bear the circuit number. For communication cable 4 the sleeve shall be marked “Comm.”. 5 6 (NWR March 13, 1995) 7 Wire Splices 8 All splices shall be made in the presence of the Engineer. 9 10 (NWR May 1, 2006) 11 Illumination Circuit Splices 12 Temporary splices shall be the heat shrink type. 13 14 (NWR ITS February 23, 2009) 15 Traffic Data Accumulation And Ramp Metering System 16 Existing cabinets with new loops installed shall have all of the existing loop 17 nameplates removed from the display panel. The display panel shall be cleaned of 18 residue and debris. New nameplates shall be installed according to the new loop 19 layout. The new nameplates shall be in accordance with the contract details and 20 specifications. 21 22 Bonding, Grounding 23 24 Section 8-20.3(9) is supplemented with the following: 25 26 (NWR August 21, 2006) 27 Where shown in the Plans or where designated by the Engineer, the metal frame 28 and lid of existing junction boxes shall be grounded to the existing equipment 29 grounding system. The existing equipment grounding system shall be derived from 30 the service serving the raceway system of which the existing junction box is a part. 31 32 (NWR ITS February 23, 2009) 33 Where existing ITS conduits are utilized, an equipment-grounding conductor shall 34 be installed except for conduits with innerduct. 35 36 In addition to the conductors called for in the contract, all ITS conduits without 37 innerduct shall be installed with an equipment-grounding conductor and bonding 38 jumpers sized per NEC 250-122 , with the exception that the minimum size shall be 39 8 AWG. 40 41 All new and existing junction boxes, cable vaults and pull boxes that an equipment- 42 grounding conductor is pulled to shall be bonded in accordance with Section 8- 43 20.3(9). 44 45 Location wires shall not be connected to the equipment-grounding system. See 46 “Location Wire and Warning Tape” sections in subsection Communication 47 Conduit System for attachment of location wires. 48 49 Supplemental grounding shall be provided at signal standards for ramp meters and 50 steel sign posts for advance warning signs. Foundations for these standards shall 51 be installed with a bare 4 AWG copper wire, which is connected to the reinforcing

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1 cage with an approved acorn clamp or exothermic weld and routed to connect to 2 the pole at the grounding lug. 3 4 Service, Transformer, and Intelligent Transportation System (ITS) Cabinets 5 6 Section 8-20.3(10) is supplemented with the following: 7 8 (NWR March 4, 2009) 9 Cabinet Construction Core 10 A green construction core shall be installed for each cabinet core lock. Upon 11 contract completion, two master keys for each cabinet shall be delivered to the 12 Engineer. 13 14 Induction Loop Vehicle Detectors 15 16 Section 8-20.3(14)C is supplemented with the following: 17 18 (NWR October 5, 2009) 19 Existing Traffic Loops 20 The Contractor shall notify the Area Traffic Engineer through the Engineer a 21 minimum of five working days in advance of pavement removal or grinding in 22 areas with existing loops. 23 24 If the Engineer suspects that damage to any loop, not identified in the Plans as 25 being replaced, may have resulted from Contractor’s operations or is not 26 operating adequately, the Engineer may order the Contractor to perform the 27 field tests specified in Section 8 20.3(14)D. The test results shall be recorded 28 and submitted to the Engineer. Loops that fail any of these tests shall be 29 replaced. 30 31 Loops that fail the tests, as described above, and are replaced shall be 32 installed in accordance with current WSDOT design standards and Standard 33 Plans, as determined by the Engineer. 34 35 If traffic signal loops that fail the tests, as described above, are not replaced 36 and operational within 48 hours, the Contractor shall install and maintain 37 interim video detection until the replacement loops are operational. The type 38 of interim video detection furnished shall be approved by the Engineer prior to 39 installation. 40 41 Test for Induction Loops and Lead-in Cable 42 43 Section 8-20.3(14)D is supplemented with the following: 44 45 (NWR October 5, 2009) 46 Existing Lead-in Cable Test 47 When new induction loops are scheduled to be installed and spliced to an 48 existing two-conductor shielded detector lead-in cable, the Contractor shall 49 perform the following: 50 51 1. Disconnect the existing detector lead-in cable in the controller cabinet 52 and at the loop splice.

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1 2. Megger test both detector lead-in cable conductors. A resistance 2 reading of less than 100-megohms is considered a failure. 3 3. Detector lead-in cables that fail the test shall be replaced and then 4 retested. 5 4. After final testing of the detector lead-in cable, the loop installation 6 shall be completed and the loop system tested according to Tests A, 7 C and D. 8 5. Connect the detector lead-in cables in the controller cabinet. 9 10 (NWR October 5, 2009) 11 Existing Loop Test 12 When two-conductor shielded detector lead-in cable is scheduled to be 13 installed and spliced to an existing loop, the Contractor shall perform the 14 following: 15 16 1. Disconnect the existing loop from the detector lead-in splice. 17 2. Megger test the existing loop wire. A resistance reading of less than 18 100-megohms is considered a failure. 19 3. Loops that fail the test shall be replaced and then retested. 20 4. After the final testing of the loops, the detector lead-in cable 21 installation shall be completed and the loop system tested according 22 to Tests A, C and D. 23 24 Permanent Signing 25 26 Materials 27 28 Roadside Sign Structures 29 Section 9-06.16 is supplemented with the following: 30 31 (January 3, 2011) 32 Perforated Steel Square Sign Post System 33 Where noted in the Plans, steel sign post systems shall be square, pre-punched 34 galvanized steel tubing, that are NCHRP 350 Test Level 3 Certified and FHWA 35 approved. The steel sign post system shall include all anchor sleeves, and other 36 hardware required for a complete sign installation. 37 38 System Acceptance 39 Systems listed in the current QPL will be accepted per the QPL approval code. 40 Systems not listed in the QPL will be accepted based on a Supplier’s Certificate of 41 Compliance. The Supplier’s Certificate of Compliance will be a contract specific 42 letter from the supplier stating the system is NCHRP 350 Test Level 3 compliant. 43 44 (August 1, 2016) 45 Standard Plans

46 The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21- 47 01 transmitted under Publications Transmittal No. PT 16-048, effective August 1, 2016 is 48 made a part of this contract. 49 50 The Standard Plans are revised as follows: 51

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1 A-30.15 2 DELETED 3 4 A-40.10 5 Section View, PCCP to HMA Longitudinal Joint, callout, was – “Sawed Groove ~ Width 6 3/16” (IN) MIN. to 5/16” (IN) MAX. ~ Depth 1” (IN) MIN. ~ see Std. Spec. 5-04.3(12)B” is 7 revised to read; “Sawed Groove ~ Width 3/16” (IN) MIN. to 5/16” (IN) MAX. ~ Depth 1” 8 (IN) MIN. ~ see Std. Spec. Section 5-04.3(12)A2” 9 10 A-50.10 11 Sheet 2 of 2, Plan, with Single Slope Barrier, reference C-14a is revised to C-70.10 12 13 A-50.20 14 Sheet 2 of 2, Plan, with Anchored Barrier, reference C-14a is revised to C-70.10 15 16 A-50.30 17 Sheet 2 of 2, Plan (top), reference C-14a is revised to C-70.10 18 19 A-60.30 20 Note 4, was – “If the ACP and membrane is to be removed from the bridge deck, see 21 GSP 023106 for deck preparation before placing new membrane.” Is revised to read; “If 22 the ACP and membrane is to be removed from the bridge deck, see GSP 6- 23 02.3(10)D.OPT6.GB6 for deck preparation before placing new membrane.” 24 25 B-10.20 and B-10.40 26 Substitute “step” in lieu of “handhold” on plan 27 28 B-15.60 29 Table, Maximum Knockout Size column, 120” Diam., 42” is revised to read; 96” 30 31 B-25.20 32 Add Note 7. See Standard Specification Section 8-04 for Curb and Gutter requirements 33 34 B-40.40 35 Note 2, was – “When bolt-down grates are specified in the Contract, provide two slots in 36 the grate that are centered with the holes in the frame. Location of bolt-down slots 37 varies among different manufacturers.” Is revised to read; ”Bolt-down capability is 38 required on all frames, grates, and covers, unless specified otherwise in the Contract. 39 Provide 2 holes in the frame that are vertically aligned with the grate or cover slots. The 40 frame shall accept the 5/8” (in) – 11 NC x 2” (in) Allen head cap screw by being tapped, 41 or other approved mechanism. Location of bolt-down holes varies by manufacturers.” 42 43 B-55.20 44 Metal Pipe elevation, title is revised to read; “Metal Pipe and Steel Rib Reinforced 45 Polyethylene Pipe” 46 47 B-90.40 48 Offset & Bend details, add the subtitle, “Plan View” above titles 49 50 C-16a 51 Note 1, reference C-28.40 is revised to C-20.10 52

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1 C-16b 2 Note 3, reference C-28.40 is revised to C-20.10 3 4 C-22.41 5 DELETED 6 7 D-10.10 8 Wall Type 1 may be used if no traffic barrier is attached on top of the wall. Walls with 9 traffic barriers attached on top of the wall are considered non-standard and shall be 10 designed in accordance with the current WSDOT Bridge Design Manual (BDM) and the 11 revisions stated in the 11/3/15 Bridge Design memorandum. 12 13 D-10.15 14 Wall Type 2 may be used if no traffic barrier is attached on top of the wall. Walls with 15 traffic barriers attached on top of the wall are considered non-standard and shall be 16 designed in accordance with the current WSDOT BDM and the revisions stated in the 17 11/3/15 Bridge Design memorandum. 18 19 D-10.20 20 Wall Type 3 may be used in all cases. The last sentence of Note 6 on Wall Type 3 shall 21 be revised to read: The seismic design of these walls has been completed using a site 22 adjusted (effective) peak ground acceleration of 0.32g. 23 24 D-10.25 25 Wall Type 4 may be used in all cases. The last sentence of Note 6 on Wall Type 4 shall 26 be revised to read: The seismic design of these walls has been completed using a site 27 adjusted (effective) peak ground acceleration of 0.32g. 28 29 D-10.30 30 Wall Type 5 may be used in all cases. 31 32 D-10.35 33 Wall Type 6 may be used in all cases. 34 35 D-10.40 36 Wall Type 7 may be used if no traffic barrier is attached on top of the wall. Walls with 37 traffic barriers attached on top of the wall are considered non-standard and shall be 38 designed in accordance with the current WSDOT BDM and the revisions stated in the 39 11/3/15 Bridge Design memorandum. 40 41 D-10.45 42 Wall Type 8 may be used if no traffic barrier is attached on top of the wall. Walls with 43 traffic barriers attached on top of the wall are considered non-standard and shall be 44 designed in accordance with the current WSDOT BDM and the revisions stated in the 45 revisions stated in the 11/3/15 Bridge Design memorandum. 46 47 D-15.10 48 STD Plans D-15 series “Traffic Barrier Details for Reinforced Concrete Retaining Walls” 49 are withdrawn. Special designs in accordance with the current WSDOT BDM are 50 required in place of these STD Plans. 51 52 D-15.20

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1 STD Plans D-15 series “Traffic Barrier Details for Reinforced Concrete Retaining Walls” 2 are withdrawn. Special designs in accordance with the current WSDOT BDM are 3 required in place of these STD Plans. 4 5 D-15.30 6 STD Plans D-15 series “Traffic Barrier Details for Reinforced Concrete Retaining Walls” 7 are withdrawn. Special designs in accordance with the current WSDOT BDM are 8 required in place of these STD Plans. 9 10 F-10.12 11 Section Title, was – “Depressed Curb Section” is revised to read: “Depressed Curb and 12 Gutter Section” 13 14 F-10.40 15 “EXTRUDED CURB AT CUT SLOPE”, Section detail - Deleted 16 17 F-10.42 18 DELETE – “Extruded Curb at Cut Slope” View 19 20 H-70.20 21 Sheet 2, Spacing Detail, Mailbox Support Type 1, reference to Standard Plan I-70.10 is 22 revised to H-70.10 23 24 J-3 25 DELETED 26 27 J-3b 28 DELETED 29 30 J-3C 31 DELETED 32 33 J-10.21 34 Note 18, was – “When service cabinet is installed within right of way fence, see 35 Standard Plan J-10.22 for details.” Is revised to read; “When service cabinet is installed 36 within right of way fence, or the meter base is mounted on the exterior of the cabinet, 37 see Standard Plan J-10.22 for details.” 38 39 J-10.22 40 Key Note 1, was – “Meter base per serving utility requirements~ as a minimum, the 41 meter base shall be safety socket box with factory-installed test bypass facility that 42 meets the requirements of EUSERC drawing 305.” Is revised to read; “Meter base per 43 serving utility requirements~ as a minimum, the meter base shall be safety socket box 44 with factory-installed test bypass facility that meets the requirements of EUSERC 45 drawing 305. When the utility requires meter base to be mounted on the side or back of 46 the service cabinet, the meter base enclosure shall be fabricated from type 304 47 stainless steel.” 48 Key Note 4, “Test with (SPDT Snap Action, Positive close 15 Amp – 120/277 volt “T” 49 rated). Is revised to read: “Test Switch (SPDT snap action, positive close 15 amp – 50 120/277 volt “T” rated).”

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1 Key Note 14, was – “Hinged dead front with ¼ turn fasteners or slide latch.” Is revised to 2 read; “Hinged dead front with ¼ turn fasteners or slide latch. ~ Dead front panel bolts 3 shall not extend into the vertical limits of the breaker array(s).” 4 Key Note 15, was – “Cabinet Main Bonding Jumper. Buss shall be 4 lug tinned copper. 5 See Cabinet Main bonding Jumper detail, Standard Plan J-3b.“ is revised to read; 6 “Cabinet Main Bonding Jumper Assembly ~ Buss shall be 4 lug tinned copper ~ See 7 Standard Plan J-10.20 for Cabinet Main Bonding Jumper Assembly details.” 8 9 J-20.10 10 Add Note 5, “5. One accessible pedestrian signal assembly per pedestrian pushbutton 11 post.” 12 13 J-20.11 14 Sheet 2, Foundation Detail, Elevation, callout – “Type 1 Signal Pole” is revised to read: 15 “Type PS or Type 1 Signal Pole” 16 Sheet 2, Foundation Detail, Elevation, add note below Title, “(Type 1 Signal Pole 17 Shown)” 18 Add Note 6, “6. One accessible pedestrian signal assembly per pedestrian pushbutton 19 post.” 20 21 J-20.26 22 Add Note 1, “1. One accessible pedestrian pushbutton station per pedestrian 23 pushbutton post.” 24 25 J-20.16 26 View A, callout, was – LOCK NIPPLE, is revised to read; CHASE NIPPLE 27 28 J-21.10 29 Sheet 1 of 2, Elevation view (Round), add dimension depicting the distance from the top 30 of the foundation to find 2 #4 reinforcing bar shown, to read; 3” CLR.. Delete “(TYP.)” 31 from the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation 32 to find 2 # 4 reinf. Bar. 33 Sheet 1 of 2, Elevation view (Square), add dimension depicting the distance from the 34 top of the foundation to find 1 #4 reinforcing bar shown, to read; 3” CLR. Delete “(TYP.)” 35 from the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation 36 to find 1 # 4 reinf. Bar. 37 Sheet 2 of 2, Elevation view (Round), add dimension depicting the distance from the top 38 of the foundation to find 2 #4 reinforcing bar shown, to read; 3” CLR. Delete “(TYP.)” 39 from the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation 40 to find 2 # 4 reinf. Bar. 41 Sheet 2 of 2, Elevation view (Square), add dimension depicting the distance from the 42 top of the foundation to find 1 #4 reinforcing bar shown, to read; 3” CLR. Delete “(TYP.)” 43 from the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation 44 to find 1 # 4 reinf. Bar. 45 46 J-21.15 47 Partial View, callout, was – LOCK NIPPLE ~ 1 ½” DIAM., is revised to read; CHASE 48 NIPPLE ~ 1 ½” (IN) DIAM. 49 50 J-21.16 51 Detail A, callout, was – LOCKNIPPLE, is revised to read; CHASE NIPPLE 52

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1 J-22.15 2 Ramp Meter Signal Standard, elevation, dimension 4’ - 6” is revised to read; 6’-0” 3 (2x) Detail A, callout, was – LOCK NIPPLE ~ 1 ½” DIAM. is revised to read; CHASE 4 NIPPLE ~ 1 ½” (IN) DIAM. 5 6 J-40.10 7 Sheet 2 of 2, Detail F, callout, “12 – 13 x 1 ½” S.S. PENTA HEAD BOLT AND 12” S. S. 8 FLAT WASHER” is revised to read; “12 – 13 x 1 ½” S.S. PENTA HEAD BOLT AND 1/2” 9 (IN) S. S. FLAT WASHER” 10 11 J-60.14 12 All references to J-16b (6x) are revised to read; J-60.11 13 14 K-80.30 15 In the NARROW BASE, END view, the reference to Std. Plan C-8e is revised to Std. 16 Plan K-80.35 17 18 M-11.10 19 Layout, dimension (from stop bar to “X”), was – 23’ is revised to read; 24’ 20 21 The following are the Standard Plan numbers applicable at the time this project was 22 advertised. The date shown with each plan number is the publication approval date 23 shown in the lower right-hand corner of that plan. Standard Plans showing different 24 dates shall not be used in this contract. 25 A-10.10-00...... 8/7/07 A-40.00-00...... 8/11/09 A-50.30-00…....11/17/08 A-10.20-00...... 10/5/07 A-40.10-03...... 12/23/14 A-50.40-00…....11/17/08 A-10.30-00...... 10/5/07 A-40.15-00...... 8/11/09 A-60.10-03...... 12/23/14 A-20.10-00...... 8/31/07 A-40.20-03...... 12/23/14 A-60.20-03...... 12/23/14 A-30.10-00...... 11/8/07 A-40.50-02...... 12/23/14 A-60.30-00...... 11/8/07 A-30.30-01...... 6/16/11 A-50.10-00…....11/17/08 A-60.40-00...... 8/31/07 A-30.35-00...... 10/12/07 A-50.20-01…...... 9/22/09 26 B-5.20-01...... 6/16/11 B-30.50-01...... 4/26/12 B-75.20-01...... 6/10/08 B-5.40-01...... 6/16/11 B-30.70-03...... 4/26/12 B-75.50-01...... 6/10/08 B-5.60-01...... 6/16/11 B-30.80-00...... 6/8/06 B-75.60-00...... 6/8/06 B-10.20-01...... 2/7/12 B-30.90-01...... 9/20/07 B-80.20-00...... 6/8/06 B-10.40-00...... 6/1/06 B-35.20-00...... 6/8/06 B-80.40-00...... 6/1/06 B-10.60-00...... 6/8/06 B-35.40-00...... 6/8/06 B-82.20-00...... 6/1/06 B-15.20-01...... 2/7/12 B-40.20-00...... 6/1/06 B-85.10-01...... 6/10/08 B-15.40-01...... 2/7/12 B-40.40-01...... 6/16/10 B-85.20-00...... 6/1/06 B-15.60-01...... 2/7/12 B-45.20-00...... 6/1/06 B-85.30-00...... 6/1/06 B-20.20-02...... 3/16/12 B-45.40-00...... 6/1/06 B-85.40-00...... 6/8/06 B-20.40-03...... 3/16/12 B-50.20-00...... 6/1/06 B-85.50-01...... 6/10/08 B-20.60-03...... 3/15/12 B-55.20-00...... 6/1/06 B-90.10-00...... 6/8/06 B-25.20-01...... 3/15/12 B-60.20-00...... 6/8/06 B-90.20-00...... 6/8/06 B-25.60-00...... 6/1/06 B-60.40-00...... 6/1/06 B-90.30-00...... 6/8/06 B-30.10-01...... 4/26/12 B-65.20-01...... 4/26/12 B-90.40-00...... 6/8/06 B-30.20-02...... 4/26/12 B-65.40-00...... 6/1/06 B-90.50-00...... 6/8/06 B-30.30-01...... 4/26/12 B-70.20-00...... 6/1/06 B-95.20-01...... 2/3/09 B-30.40-01...... 4/26/12 B-70.60-00...... 6/1/06 B-95.40-00...... 6/8/06 27

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C-1...... 7/12/16 C-6...... 7/15/16 C-23.60-03...... 6/11/14 C-1a...... 7/14/15 C-6a...... 10/14/09 C.24.10-01...... 6/11/14 C-1b...... 7/14/15 C-6c...... 7/15/16 C-25.18-05...... 7/14/15 C-1c...... 7/12/16 C-6d...... 7/15/16 C-25.20-06...... 7/14/15 C-1d...... 10/31/03 C-6f...... 7/15/16 C-25.22-05...... 7/14/15 C-2...... 1/6/00 C-7...... 6/16/11 C-25.26-03...... 7/14/15 C-2a...... 6/21/06 C-7a...... 6/16/11 C-25.80-04...... 7/15/16 C-2b...... 6/21/06 C-8...... 2/10/09 C-40.14-02...... 7/2/12 C-2c...... 6/21/06 C-8a...... 7/25/97 C-40.16-02...... 7/2/12 C-2d...... 6/21/06 C-8b...... 2/29/16 C-40.18-02...... 7/2/12 C-2e...... 6/21/06 C-8e...... 2/21/07 C-70.10-01...... 6/17/14 C-2f...... 3/14/97 C-8f...... 6/30/04 C-75.10-01...... 6/11/14 C-2g...... 7/27/01 C-10...... 7/15/16 C-75.20-01...... 6/11/14 C-2h...... 3/28/97 C-16a...... 6/3/10 C-75.30-01...... 6/11/14 C-2i...... 3/28/97 C-20.10-03...... 7/14/15 C-80.10-01...... 6/11/14 C-2j...... 6/12/98 C-20.14-03...... 6/11/14 C-80.20-01...... 6/11/14 C-2k...... 7/12/16 C-20.15-02...... 6/11/14 C-80.30-01...... 6/11/14 C-2n...... 7/12/16 C-20.18-02...... 6/11/14 C-80.40-01...... 6/11/14 C-2o...... 7/13/01 C-20.19-02...... 6/11/14 C-80.50-00...... 4/8/12 C-2p...... 10/31/03 C-20.40-05...... 7/14/15 C-85.10-00...... 4/8/12 C-3...... 7/2/12 C-20.41-01...... 7/14/15 C-85.11-00...... 4/8/12 C-3a...... 10/4/05 C-20.42-05...... 7/14/15 C-85.14-01...... 6/11/14 C-3b...... 6/27/11 C-20.45.01...... 7/2/12 C-85.15-01...... 6/30/14 C-3c...... 6/27/11 C-22.14-04...... 7/15/16 C-85.16-01...... 6/17/14 C-4b...... 7/15/16 C-22.16-05...... 7/14/15 C-85-18-01...... 6/11/14 C-4e...... 7/15/16 C-22.40-05...... 7/15/16 C-85.20-01...... 6/11/14 C-4f...... 7/2/12 C-22.45-02...... 7/15/16 C-90.10-00...... 7/3/08 C-16b...... 6/3/10 1 D-2.04-00...... 11/10/05 D-2.48-00...... 11/10/05 D-3.17-02……5/9/16 D-2.06-01...... 1/6/09 D-2.64-01...... 1/6/09 D-4...... 12/11/98 D-2.08-00...... 11/10/05 D-2.66-00...... 11/10/05 D-6...... 6/19/98 D-2.14-00...... 11/10/05 D-2.68-00...... 11/10/05 D-10.10-01...... 12/2/08 D-2.16-00...... 11/10/05 D-2.80-00...... 11/10/05 D-10.15-01...... 12/2/08 D-2.18-00...... 11/10/05 D-2.82-00...... 11/10/05 D-10.20-00...... 7/8/08 D-2.20-00...... 11/10/05 D-2.84-00...... 11/10/05 D-10.25-00...... 7/8/08 D-2.32-00...... 11/10/05 D-2.86-00...... 11/10/05 D-10.30-00...... 7/8/08 D-2.34-01...... 1/6/09 D-2.88-00...... 11/10/05 D-10.35-00...... 7/8/08 D-2.36-03...... 6/11/14 D-2.92-00...... 11/10/05 D-10.40-01...... 12/2/08 D-2.42-00...... 11/10/05 D-3.09-00...... 5/17/12 D-10.45-01...... 12/2/08 D-2.44-00...... 11/10/05 D-3.10-01……5/29/13 D-15.10-01...... 12/2/08 D-2.60-00...... 11/10/05 D-3.11-03……6/11/14 D-15.20-03...... 5/9/16 D-2.62-00...... 11/10/05 D-3.15-02……6/10/13 D-15.30-01...... 12/02/08 D-2.46-01...... 6/11/14 D-3.16-02……5/29/13 2 E-1...... 2/21/07 E-4...... 8/27/03 E-2...... 5/29/98 E-4a...... 8/27/03 3 F-10.12-03...... 6/11/14 F-10.62-02...... 4/22/14 F-40.15-03...... 6/29/16 F-10.16-00...... 12/20/06 F-10.64-03...... 4/22/14 F-40.16-03...... 6/29/16 F-10.18-00...... 6/27/11 F-30.10-03...... 6/11/14 F-45.10-02...... 7/15/16 F-10.40-03...... 6/29/16 F-40.12-03...... 6/29/16 F-80.10-04...... 7/15/16

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F-10.42-00...... 1/23/07 F-40.14-03...... 6/29/16 1 G-10.10-00...... 9/20/07 G-25.10-04...... 6/10/13 G-90.10-02……4/28/16 G-20.10-02...... 6/23/15 G-30.10-04...... 6/23/15 G-90.11-00……4/28/16 G-22.10-03...... 7/10/15 G-50.10-02...... 6/23/15 G-90.20-04……4/28/16 G-24.10-00...... 11/8/07 G-60.10-03...... 6/18/15 G-90.30-03……4/28/16 G-24.20-01...... 2/7/12 G-60.20-02...... 6/18/15 G-90.40-02……4/28/16 G-24.30-01...... 2/7/12 G-60.30-02...... 6/18/15 G-95.10-01...... 6/2/11 G-24.40-06.....2/29/16 G-70.10-03...... 6/18/15 G-95.20-02...... 6/2/11 G-24.50-03.....6/17/14 G-70.20-03...... 2/29/16 G-95.30-02...... 6/2/11 G-24.60-04.....6/23/15 G-70.30-03...... 2/29/16 2 H-10.10-00...... 7/3/08 H-32.10-00...... 9/20/07 H-70.10-01...... 2/7/12 H-10.15-00...... 7/3/08 H-60.10-01...... 7/3/08 H-70.20-01...... 2/16/12 H-30.10-00...... 10/12/07 H-60.20-01...... 7/3/08 H-70.30-02...... 2/7/12 3 I-10.10-01...... 8/11/09 I-30.20-00...... 9/20/07 I-40.20-00...... 9/20/07 I-30.10-02...... 3/22/13 I-30.30-01...... 6/10/13 I-50.20-01...... 6/10/13 I-30.15-02...... 3/22/13 I-30.40-01...... 6/10/13 I-60.10-01...... 6/10/13 I-30.16-00...... 3/22/13 I-30.60-00...... 5/29/13 I-60.20-01...... 6/10/13 I-30.17-00...... 3/22/13 I-40.10-00...... 9/20/07 I-80.10-02...... 7/15/16 4 J-10...... 7/18/97 J-26.20-00…..6/11/14 J-40.38-01...... 5/20/13 J-10.10-03……6/3/15 J-27.10-01…..7/21/16 J-40.39-00……5/20/13 J-10.15-01...... 6/11/14 J-27.15-00…..3/15/12 J-40.40-01……4/28/16 J-10.16-00……6/3/15 J-28.10-01...... 5/11/11 J-50.10-00…….6/3/11 J-10.17-00……6/3/15 J-28.22-00...... 8/07/07 J-50.11-00…….6/3/11 J-10.18-00……6/3/15 J-28.24-01...... 6/3/15 J-50.12-00…….6/3/11 J-10.20-01……6/1/16 J-28.26-01...... 12/02/08 J-50.15-00…….6/3/11 J-10.21-00……6/3/15 J-28.30-03...... 6/11/14 J-50.16-01…….3/22/13 J-10.22-00...... 5/29/13 J-28.40-02...... 6/11/14 J-50.20-00…….6/3/11 J-15.10-01...... 6/11/14 J-28.42-01...... 6/11/14 J-50.25-00…….6/3/11 J-15.15-02……7/10/15 J-28.43-00...... 6/11/14 J-50.30-00…….6/3/11 J-20.10-03...... 6/30/14 J-28.45-03...... 7/21/16 J-60.05-01…….7/21/16 J-20.11-02...... 6/30/14 J-28.50-03...... 7/21/16 J-60.11-00…....5/20/13 J-20.15-03...... 6/30/14 J-28.60-02...... 7/21/16 J-60.12-00…....5/20/13 J-20.16-02...... 6/30/14 J-28.70-02...... 6/1/16 J-60.13-00…....6/16/10 J-20.20-02...... 5/20/13 J-29.10-01...... 7/21/16 J-60.14-00……6/16/10 J-20.26-01...... 7/12/12 J-29.15-01...... 7/21/16 J-75.10-02……7/10/15 J-21.10-04...... 6/30/14 J-29.16-02...... 7/21/16 J-75.20-01……7/10/15 J-21.15-01...... 6/10/13 J-30.10-00…...6/18/15 J-75.30-02…….7/10/15 J-21.16-01...... 6/10/13 J-40.05-00……7/21/16 J-75.40-02……6/1/16 J-21.17-01...... 6/10/13 J-40.10-04…...4/28/16 J-75.41-01……6/29/16 J-21.20-01...... 6/10/13 J-40.20-03…...4/28/16 J-75.45-02……6/1/16 J-22.15-02...... 7/10/15 J-40.30-04……4/28/16 J-90.10-02…….4/28/16 J-22.16-03...... 7/10/15 J-40.35-01……5/29/13 J-90.20-02…….4/28/16 J-26.10-03…..7/21/16 J-40.36-01……5/20/13 J-90.21-01……4/28/16 J-26.15-01…..5/17/12 J-40.37-01……5/20/13 5 K-70.20-01...... 6/1/16 K-80.10-01...... 6/1/16 K-80.20-00.....12/20/06

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K-80.30-00...... 2/21/07 K-80.35-00...... 2/21/07 K-80.37-00...... 2/21/07 1 L-10.10-02...... 6/21/12 L-40.10-02...... 6/21/12 L-70.10-01...... 5/21/08 L-20.10-03...... 7/14/15 L-40.15-01...... 6/16/11 L-70.20-01...... 5/21/08 L-30.10-02...... 6/11/14 L-40.20-02...... 6/21/12 2 M-1.20-03...... 6/24/14 M-9.60-00……..2/10/09 M-40.10-03...... 6/24/14 M-1.40-02...... 6/3/11 M-11.10-01...... 1/30/07 M-40.20-00...10/12/07 M-1.60-02...... 6/3/11 M-15.10-01...... 2/6/07 M-40.30-00...... 9/20/07 M-1.80-03...... 6/3/11 M-17.10-02...... 7/3/08 M-40.40-00...... 9/20/07 M-2.20-03...... 7/10/15 M-20.10-02...... 6/3/11 M-40.50-00...... 9/20/07 M-2.21-00……7/10/15 M-20.20-02...... 4/20/15 M-40.60-00...... 9/20/07 M-3.10-03...... 6/3/11 M-20.30-04...... 2/29/16 M-60.10-01...... 6/3/11 M-3.20-02...... 6/3/11 M-20.40-03...... 6/24/14 M-60.20-02...... 6/27/11 M-3.30-03...... 6/3/11 M-20.50-02...... 6/3/11 M-65.10-02...... 5/11/11 M-3.40-03...... 6/3/11 M-24.20-02...... 4/20/15 M-80.10-01...... 6/3/11 M-3.50-02...... 6/3/11 M-24.40-02...... 4/20/15 M-80.20-00...... 6/10/08 M-5.10-02...... 6/3/11 M-24.50-00...... 6/16/11 M-80.30-00...... 6/10/08 M-7.50-01...... 1/30/07 M-24.60-04...... 6/24/14 M-9.50-02...... 6/24/14 3 4

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