02110 SUBGRADE STABILIZATION (CLASS C ) 02110-1 A. Description 1. This work shall consist of construction one or more layers of a mixture of . Type C Fly Ash, and water in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses, and typical cross sections shown on the plans and specifications.

B. Fly Ash Materials 1. Materials shall conform to the requirements specified in the following sections of the latest specifications: Type C Fly Ash - ASTM C 593 and ASTM C 311 Water - AASHTO T 26

C. Construction Requirements 1. Preparation and Materials - The prepared subgrade shall be scarified to the depth and width required for the subgrade stabilization. The material thus obtained shall be pulverized until the material is substantially free of lumps which are over 1 inch in diameter. The depth of scarification shall be carefully controlled and blading operations conducted in a manner to prevent the surface of the subgrade below the scarified material from becoming disturbed. 2. Application of Fly Ash: a. Dry Mix - Fly Ash in dry form may be used provided that its use if allowed under the local jurisdiction. Care must be taken to prevent blowing and loss of materials. The methods of spreading must be such to provide a uniform mixture. b. The weight of Fly Ash shall be 15 percent by weight (unless noted otherwise on the plans) assuming a soil dry density of 115 pounds per cubic foot. 3. Addition of Water - Water as needed shall be added during mixing operation. The method of application must be rapid and uniform. The moisture content must be at least 20 percent and desirably should be between optimum and optimum plus 4 percent (ASTM D=-698). 4. Mixing - Ash and soil must be thoroughly mixed throughout the scarified depth. The mixture shall then be compacted to specified densities with 1 ½ hours of the initial water application to prevent setting of the treated moisture in a non- compacted state. Additional water shall be added if necessary to bring the moisture content to at least 5 percent above optimum. 5. Compaction - After the materials have been satisfactorily mixed and aged, the mixture shall be laid compacted to at least 95 percent of the Standard Compaction maximum dry density (ASTM D-698). Compacted lifts shall not exceed 9 inches in thickness. Light sprinkling may be required to maintain the specified moisture content. Compaction shall be accomplished with sufficient blading to eliminate all irregularities. 6. Finishing - Following compaction, the subgrade shall be trimmed to the required line and grade. Final rolling of the completed surface shall be accomplished with a pneumatic tire roller.

02110 Subgrade Stabilization (Class C Fly Ash) 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02110 SUBGRADE STABILIZATION (CLASS C FLY ASH) 02110-2 7. Protection and Curing - Upon completion of the compaction and finishing of the treated subgrade, no vehicles or equipment other than sprinkling equipment shall be permitted upon the treated subgrade for a period of 24 hours. Heavy construction equipment shall not be allowed upon the treated subgrade for a period of two days. Any damage to the treated subgrade due to use of construction equipment during this time shall be repaired at the CONTRACTOR’s expense. During the curing period, the treated subgrade shall be cured by lightly sprinkling the surface with water at frequent intervals to prevent drying. Care should be taken after the curing period to prevent damage by excessive traffic or weights. 8. Maintenance - The CONTRACTOR shall be required to maintain at his own expense the entire subgrade within the limits of the improvements in good condition satisfactory to the engineer from the time he first starts work until all work has been completed. Maintenance shall include immediate repairs of any defects that may occur during construction of the work. Repairs are to be made in a manner to ensure uniform surface and the durability of the part impaired.

D. Measurement 1. Subgrade Stabilization shall be measured by the square yard of area stabilized, in accordance with the plans.

E. Payment 1. Payment shall be made on the measured square yards (within the limits noted on the plans) as listed in the Unit Prices, and shall constitute full compensation for all labor, materials and equipment necessary to complete the item.

END OF SECTION

02110 Subgrade Stabilization (Class C Fly Ash) 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02115 DEMOLITION & REMOVAL 02115-1

A. General 1. Demolition and Removal shall be done in accordance with Section 2101 of the “Construction and Material Specifications”. All work under this Section shall include but not be limited to driveways, pavement, trees and abandoned structures and pipes.

B. Payment 1. Payment shall be made at the contract Lump Sump price for “Demolition and Removal” as listed in section 00412-Unit Prices, and shall constitute full compensation for all labor, materials, and equipment necessary to complete the item.

END OF SECTION

02115 Demolition and Removal 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02160 CONTROL 02160-1

A. General 1. The CONTRACTOR shall provide erosion control for all areas disturbed during construction. The City has adopted a set of guidelines and procedures for controlling erosion entitled Erosion and Sediment Control Specifications in Section 5100 of the Kansas City, Missouri Standards Specifications and Design Criteria. The CONTRACTOR is to assume that the work is to be done under the City’s General Permit. The CONTRACTOR does not need to make separate application with the Missouri Department of Natural Resources. 2. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standards Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specification will be hereinafter referred to as “APWA-KCMO.”

B. Erosion Control Plan 1. The CONTRACTOR shall follow the erosion control plans that are shown for each Phase in the Contract Drawings, unless otherwise directed by the Engineer. 2. The construction and materials specifications for the final seed and sod for re- vegetation of disturbed ground surface areas shall be governed by Section 2400 of the Standards Specifications and Design Criteria.

C. Stormwater Pollution Prevention Plan (SWPPP) 1. The CONTRACTOR shall prepare, submit and follow the SWPPP form and process that are attached as Appendix A to section 02160, Erosion Control.

D. Measurement and Payment 1. Measurement: All Quantity Measurements will be made at the unit as listed in section 00412, Bid Form-Unit Prices. 2. Payment: Payment will be made at the contract unit price as listed in section 00412, Bid Form-Unit Prices. Payment shall constitute full compensation for labor, materials, and equipment necessary to complete the item. 3. Also Grading Berms and/or Temporary Slope Drains are considered subsidiary to other items of work for erosion control. 4. The SWPPP preparation, submittal and reporting procedures shall be considered subsidiary to other items of work for erosion control.

END OF SECTION

02160 Erosion Control 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 SECTION 02200 – EARTHWORK

PART 1 – GENERAL

A. The Contractor shall perform all work necessary to excavate, remove, dispose of or compact all materials encountered within the limits of the project, at the locations and to the lines and grades shown on the plans. This work shall also include stripping, stockpiling and re spreading of topsoil. All work shall be performed in accordance with APWA Standard Specification and Design Criteria Section 02102 except as amended herein. B. A copy of the Geotechnical Report that has been prepared by TSI Engineering, Inc. for the project entitled “Report of Subsurface Exploration and Geotechnical Engineering Evaluation – 104th Street Improvements, Kansas City, Missouri, dated November 19th, 2012 has been included in Appendix B. C. All excavation shall be considered as “Unclassified Excavation”. All excess and unsuitable excavation shall be disposed of off the site of the project at an approved disposal site by and at the expense of the Contractor. D. The contractor shall perform all work necessary to over-excavate and replace soft materials below the planned embankment areas as indicated on the drawings and as directed in the field at the time of construction. Payment for over-excavation of replacement of unsuitable material shall be based on the unit price bid applied to the field measured volume of material actually over-excavated. PART 2 – PRODUCTS A. When insufficient on-site material is available for construction of embankment foundations, embankments, and fills, the Contractor shall furnish approved borrow material as required to construct the proposed improvements to the lines and grades shown on the drawings. B. Contractor furnished borrow shall be equal to or better than the materials found on the project site, shall meet the material requirements of APWA Section 2102 and shall be subject to the approval of the Engineer. C. Contractors are advised that the proposed sites for Contractor furnished material will be sampled and tested only after award of the Contract and after proof of an agreement between the property owner and the Contractor authorizing use of the borrow site has been provided to the Engineer. The Contractor shall be solely responsible to provide the necessary preliminary subsurface investigations to determine depth to rock, general soil characteristics, etc. Engineer shall be notified in writing sufficiently in advance of the proposed use of the borrow site to allow the Engineer three weeks for review and approval of the site. D. Contractors are advised that a written certification shall be made by the successful bidder that the proposed borrow site is cleared of environmental concerns under all applicable Federal and State laws and regulations. These include but are not limited to the following: Clean Water Act, the Endangered Species Act, the National Historic Preservation Act, the Farmland Protection Act, the Resource Conservation and Recovery Act and RSMo Chapter 194, Section 194.400 Unmarked Human Burial Sites. Certification shall be obtained in advance of the proposed use of a borrow site and furnished to the Engineer. E. Certification shall include clearance letters and other evidence of coordination from the appropriate regulatory agencies as attachments. F. Borrow sites that are not contiguous to City of Kansas City Missouri right-of-way are regulated under the Department of Natural Resources’ (DNR) storm water permit program. Contractors shall obtain appropriate land disturbance permits from DNR in advance of excavation. G. After borrow material has been removed, the borrow site shall be permanently seeded and mulched to control erosion and to the satisfaction of the property owner. PART 3 – EXECUTION 3.1 OVER-EXCAVATION AND REPLACEMENT OF A. This section addresses the over-excavation and replacement of embankment foundation soils as indicated on the plans and as determined in the field at the time of construction. B. The contractor shall provide and maintain adequate dewatering equipment to remove and dispose of all surface and subsurface water entering the excavation for this work. Water control is required until the excavating, placing, and compacting of replacement embankment foundation soils has been completed to pre-excavation ground surface. Temporary diversion works shall be used as required. C. The contractor shall perform an adequate number of test trenches and test pits within the proposed areas of over-excavation prior to actual production work to assist in the final field identification of the actual lateral and vertical extent of the necessary over-excavation. D. Materials used as replacement embankment foundation material will comply with Part 2 – Products, Section A. E. Compaction of the replacement embankment foundation material shall comply with Section 3.2.E of these specifications. 3.2 GRADING: A. Section 2102.3 Construction Details – General, shall be amended to reflect the recommendations of the geotechnical report that has been prepared for the project. B. Areas that are to receive fill shall be stripped of all vegetation, topsoil, existing pavement materials, and other deleterious materials as defined herein. The depth of removal required shall be established by the geotechnical engineer during grading as the material is exposed. Where high plasticity (fat) clays are encountered in cut areas, after completion of the excavation the upper 8 inches shall be overexcavated and recompacted to between 95 and 100 percent of maximum dry density at a moisture content ranging from optimum to +4 percent in accordance with Standard Proctor (ASTM D 698) to reduce the swell potential of subgrade soils. C. Fill shall be placed in uniform horizontal lifts with loose thicknesses not exceeding 8 inches. The thickness must be appropriate for the method of compaction and the type of equipment used. Occasional stones or rock fragments exceeding a maximum dimension of six inches should be disposed of by being incorporated into the embankment outside the limits of the proposed surfaced traffic lanes. The thickness of the layer in these areas may be increased if necessary to accommodate the stones, but should not exceed 12-inches loose measurement. Finished embankment side slopes shall be a no steeper than 3 horizontal to 1 vertical. D. Any excavated material consisting predominately of fragments and boulders of such size that the material cannot be placed in layers of the thickness prescribed, shall be removed from the site. E. Excluding the upper 18 inches of subgrade, the fill should be compacted to a minimum of 95 percent of maximum dry density in accordance with Standard Proctor. Compaction of the upper 18 inches of subgrade in pavement areas should be a minimum of 97 percent of the maximum density in accordance with Standard Proctor. The moisture content shall be appropriate to achieve the specified compactions, although moisture contents slightly greater than optimum moisture are preferred. For the existing site soils, which are suitable for use as fill, the moisture content shall be in the range of optimum moisture to four percent above optimum. Any off-site material proposed for use in the fill shall be approved by the geotechnical engineer prior to importation to the site. F. Any sloped areas greater than one vertical to five horizontal shall have benched fill to maintain relatively horizontal lifts. The benching shall be placed at not less than 12 inches over those areas where it is required as the work is brought up in layers. G. Deleterious materials shall not be included in the fill. Fill shall not be placed on soft materials or ground. Any isolated areas of soft or deleterious materials shall be removed and backfilled with engineered fill. 3.3 MEASUREMENT AND PAYMENT: A. Measurement: 1. No direct measurement or payment will be made for incidental site grading including excavation and hauling to strip, stockpile and respread topsoil and placing and compacting excess material on site. All such work will be subsidiary to the bid items “Unclassified Excavation” per cubic yard, “Contractor Furnished Borrow” per cubic yard and “Compacted Embankment” per cubic yard. 2. The plan quantities in cubic yards listed in the proposal shall be the payment quantities for “Unclassified Excavation”, “Compacted Embankment” and “Contractor Furnished Borrow” unless an authorized change in grade, slope, or typical section is made. 3. Over-excavation and replacement of foundation soils for embankment foundations or subgrade will be the measured field quantity in cubic yards of material removed and replaced during construction. B. Payment 1. Payment for this work shall be made at the respective contract unit prices for “Unclassified Excavation”, “Contractor Furnished Borrow” and “Compacted Embankment” as listed in the Proposal, and shall be full compensation for all work complete and in place. 2. Payment for over-excavation and replacement of unsuitable foundation soils shall be made by adjusting the plan quantities of “Unclassified Excavation”, “Compacted Embankment” and “Contractor Furnished Borrow” to accommodate the field quantity in cubic yards of material removed and replaced during construction. END OF SECTION 02200 02207 COLD MILLING 02207-1

A. Summary 1. This Section includes cold milling pavement surfaces.

B. Equipment 1. Milling the surface of pavements shall be completed by the use of a milling machine conforming to the following:

a. Machine: The cold milling machine shall be self-propelled and shall have in combination the means of milling and cutting, without softening the old surface and blading the cuttings into a single windrow, or depositing them directly into a truck.

b. Air Pollution: The machine shall be equipped with a dust suppression system including water storage tanks and high pressure spray bars.

c. Operating Width: It is desirable that the cutting width be greater than 6 feet (2 m). In the event the cutting width is less than 6 feet (2 m) a system of electronic grade control for consecutive passes will be required.

d. Cutting Drum: The cutting drum shall be totally enclosed to prevent discharge of any loosened material on adjacent work areas.

e. Warning Light: The milling machine shall be equipped with a flashing warning light visible from 360 degrees. The light shall be mounted near the rear of the machine, at least 2 feet (61 cm) above the highest part of the milling machine, and shall be used whenever the machine is being used or moved upon the City streets.

C. Construction Details: 1. Methods of operations for Milling:

a. Operator: The milling machine shall be operated by an experienced and capable operator.

b. Utilities: Street surfaces adjacent to manholes, water valves and other utility extensions shall be completely removed to the full depth of cut specified for the street unless otherwise specified by the Engineer.

c. Material Disposal: All material from the milling operation shall immediately be removed from the surface of the pavement and properly disposed of by the contractor at an approved disposal area.

02207 Cold Milling 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02207 COLD MILLING 02207-2

d. Surface Conditions: The drum lacing patterns shall produce a smooth surface finish after milling, with groove depths not to exceed 1/4 inch (0.64 cm) and groove spacing not to exceed 1 inch (2.54 cm) unless otherwise approved by the Engineer.

2. Types of Cuts to be made by Milling:

a. Leveling: Sufficient passes shall be made such that all irregularities or high spots are eliminated, and that 100% of the surface is milled.

b. Average Depth: Sufficient passes, or cuts, shall be made in order to remove a specified depth over the entire street section. These depths will be designated in the Special Provisions.

c. Curb Cut: Sufficient passes or cuts shall be made in order to remove a specified depth at the curb for a specified width. The depth at the width furthest from the curb is 0. These dimensions will be designated in the Special Provisions.

d. Bridge Deck Milling: Sufficient passes, or cuts, shall be made in order to remove the material as specified on-the plans or in the Special Provisions.

3. Cleanup: All loose asphalt and debris shall be removed from the street surface and curb and gutter. Any material and debris that adheres to the curb and gutter shall be removed.

D. Method of Measurement: 1. No measurement will be made for Cold milling.

E. Basis of Payment: 1. Cold milling shall be considered subsidiary to other paving items.

END OF SECTION

02207 Cold Milling 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND PAVEMENT 02208-1

A. Referenced Standards: The following standards are referenced directly in this section. The latest version of these standards shall be used.

ASTM

A 185 Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement A 615 Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement C 1116 Standard Specification for Fiber- and Shotcrete C 1315 Specification for Liquid Membrane-Forming Compounds Having Special Properties for Curing and Sealing Concrete C 1399 Test Method for Obtaining Average Residual-Strength of Fiber-Reinforced Concrete D 1751 Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) D 1752 Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction D 2628 Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements D 2835 Standard Specification for Lubricant for Installation of Preformed Compression Seals in Concrete Pavements D 3405 Standard Specification for Joint Sealants, Hot-Applied, for Concrete and Asphalt Pavements D 3406 Standard Specification for Joint Sealant, Hot-Applied, Elastomeric-Type, for Concrete Pavements E 965 Test Method for Measuring Surface Macrotexture Depth Using a Volumetric Technique

AASHTO

M 213 Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) M 220 Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements M 282 Joint Sealants, Hot-Poured, Elastomeric Type, for Portland Cement Concrete Pavements M 301 Joint Sealants, Hot-Poured, for Concrete and Asphalt Pavements

MCIB Section 1 Concrete Materials

02208 Portland Cement Concrete Pavement 1 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-2

B. General: The term expansion joint, when used in plans, standard drawings or other specifications shall be understood to mean isolation joint.

C. Summary: This section includes the construction of Portland Cement Concrete pavement.

D. Materials:

1. Concrete Control and Quality: The current editions of the "Bulletins" and Approved Sections of the "Standard Concrete Specifications" issued by the Mid- West Concrete Industry Board, Inc. (MCIB) are made a part hereof by reference. However, when the provisions of this Specification differ from the provisions of such "Bulletins" and "Sections" the provisions of this Specification shall govern. During concrete placement, if more than 100 cubic yards is to be placed in a single day, the contractor shall supply a water tank to cure all test cylinders in for the first 24 hours after the pour. The tanks shall be of sufficient size to hold three 6”X12” cylinders for every 50 cubic yards poured that day and to allow for the water to maintain a temperature between 60ºF and 80ºF after being filled with water from the ready mix delivery trucks. The contractor shall be responsible for protecting persons from entering the tanks.

2. Concrete shall conform to MCIB Section 1 shall be MCIB Mix No. A658-1-2- .365 or No. WA561-1-2- 0.410 or approved equal. All coarse aggregate shall meet the requirements of MCIB section 1 except that it shall meet the following gradation:

Coarse Aggregate Gradation Limits, % Passing

Nominal Maximum Size Sieve 1” ¾” ½” Size 1½” 100 1” 90-97 100 ¾” 62-82 90-97 100 ½” 25-60 45-70 80-97 3/8” 16-44 20-55 40-70 No. 4 0-10 0-10 0-15 No. 8 0-5 0-5 0-5

Concrete for ultra-thin whitetopping (UTW) projects shall also include fiber reinforcement conforming to 2208.2.C.4. and shall have a maximum nominal coarse aggregate size of 1/3 the thickness of the concrete overlay.

02208 Portland Cement Concrete Pavement 2 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-3

If Fly Ash is to be substituted for cement in the production of concrete, it shall be in accordance with Subsection 2212 – Fly Ash Concrete.

3. A mix design, for all concrete mixes to be used, shall be submitted to the City for review a minimum of 14 days before use and be approved prior to placement. The mix design shall contain the following information as a minimum:

• Mix design designation required by project • Project name, location, project number and date • Name and location of ready mix plant or plants • List the source and type of all materials from each plant supplying • mix • CA and FA Sieve Analysis and quality checks from each plant • supplying mix. CA-Ledge, quarry or mine name and location. FAS and plant name, location and source (MO or Kaw River) • Cement chemical analysis • Certifications on admixtures • Specific gravity of all materials • All materials tests and certifications shall be performed no more than six months prior to the placement of any concrete mix • The mix design shall be based on one cubic yard of concrete or one cubic meter if required • The mix design shall contain the weight and volume of each mix component (S.S.D.) • The results of 7-day and 28-day compressive strengths shall be submitted when required • Special requirements for fly ash concrete mixes • Certification of cement and aggregate scales calibration date calibrated and company (performed yearly) • On bridge deck pours the concrete shall be supplied from only one plant.

4. Reinforcement:

a. Bars: Bars shall conform to ASTM A 615.

b. Welded Steel Wire: Welded steel wire fabric shall conform to ASTM A 185.

c. Supporting Elements: Representative samples of supporting elements shall be submitted and approved by the Engineer prior to their use in the project.

d. Fibers: Where required, fibers shall be applied at the rate of 3 pounds per cubic yard (1.8 kg per cubic meter) of concrete. Fibers for concrete

02208 Portland Cement Concrete Pavement 3 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-4

reinforcement shall be composed of only 100% virgin homopolymer polypropylene, fibrillated and graded. Fibers shall contain no reprocessed olefin materials, and shall be specifically manufactured to an optimum gradation for use as secondary concrete reinforcement, meeting the requirements of ASTM C 1116, Type III, 4.1.3, and ASTM C 1116 Performance Level 1, and a minimum residual strength of 30 psi (210 kPa) per ASTM C 1399, average of 4 beams sampled at the point of discharge (or when appropriate, the point of placement.

5. Isolation Joint Fillers: Isolation joint fillers shall conform to ASTM D 1752 or D7174.

6. Joint Sealing Compounds: Joint sealing compounds shall conform to the standards for the type of sealant specified as listed in the following table:

Joint Seals and Sealants AASHTO ASTM Hot-poured, Polymeric Asphalt Based M 301 D 3405 Hot-poured, Elastomeric - Type M 282 D 3406 Preformed Polychloroprene Elastomeric M 220 D 2628 Lubricant for Installation of Preformed Seal -- D 2835 Preformed Expansion Joint Filler M 213 D 1751

7. Curing Membrane: All material to be used or employed in curing Portland Cement Concrete must be approved by the Engineer prior to its use. It shall be of the liquid membrane type and shall conform to ASTM C 1315, Type II, Class A.

E. Construction Details: Portland Cement Concrete pavement shall be constructed to the configuration, and to the lines and grades shown on the plans.

1. Grading and Subgrade Preparation: All excavation or embankment required shall be as defined in sections 2100 and 2201 entitled "Grading," and "Subgrade Preparation. "If areas of the subgrade are below the lines and grades shown on the plans, they shall be brought to the proper line and grade by one of the following:

a. Additional fill material placed in accordance with Sections 2100 and 2201.

b. Areas may be filled with Untreated Compacted Aggregate conforming to Section 2202.

c. Areas may be filled with additional thickness of Portland Cement Concrete Pavement.

2. Asphalt Surface Preparation for Ultra-thin Whitetopping:

02208 Portland Cement Concrete Pavement 4 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-5

a. Mill existing asphalt surface to the depth indicated on the project drawings. When measured with a straightedge or stringline, the surface should be true to the plan drawings. The milled surface shall be no more than ½ inch (12.5 mm) below or ¼ inch (6 mm) above the plan grade.

b. Remove all loose foreign material from the asphalt surface with compressed air, by brooming, or by other methods immediately prior to the placing of concrete. A pickup sweeper must be used unless otherwise directed by the Engineer.

c. The asphalt surface shall not be below 40° F (4° C), and shall be free of any standing water prior to the placement of concrete.

d. Water shall be used to cool the asphalt surface when the surface temperature is above 100° F (37.8° C), but shall be free of any standing water prior to the placement of the concrete.

3. Concrete Surface Preparation for Portland Cement Concrete Bonded Overlay:

a. Remove the entire surface of the existing concrete pavement (.25 in. / 5 mm nominal) by milling.

b. Clean the existing concrete pavement by shot blasting.

c. Thoroughly wet the concrete surfaces to which the overlay is to bond with clean water for not less than two hours before the placing of the concrete. Blow away all free water immediately ahead of the placing operation. Bonding surfaces should be maintained in a damp condition with no free standing water.

4. Forms: All forms shall be in good condition, clean, and free from imperfections. Each form shall not vary more than 1/4 inch (0.64 cm) in horizontal and vertical alignment for each 10 feet (3.05 m) of length.

a. Material & Size: Forms shall be made of metal and shall have a height equal to or greater than the prescribed edge thickness of the pavement slab.

b. Strength: Forms shall be of such cross-section and strength, and so secured as to resist the pressure of the concrete when struck off, vibrated, and finished, and the impact and vibration of any equipment which they may support.

c. Installation: Forms shall be set true to line and grade, supported through their length and, joined neatly in such a manner that the joints are free from movement in any direction.

02208 Portland Cement Concrete Pavement 5 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-6

d. Preparation: Forms shall be cleaned and lubricated prior to each use and shall be so designed to permit their removal without damage to the new concrete.

F. Joints: Generally joints shall be formed at right angles to the true alignment of the pavement and to the depths and configuration specified by the appropriate standard or as modified by the plans and specifications.

1. Isolation joints: Isolation joints shall be placed at all locations where shown on the plans and standards or as directed by the Engineer.

a. Isolation joints shall extend the entire width of the pavement and from the subgrade to one inch (25 mm) below the surface of the pavement or the material will have a suitable tear strip provided to allow for the application of the joint sealer.

b. Under no circumstances shall any concrete be left across the isolation joint at any point.

c. Material: Isolation joints shall be formed by a one piece, one inch (2.54 cm) thick preformed joint filler cut to the configuration of the correct pavement section.

d. Stability: Isolation joints shall be secured in such a manner that they will not be disturbed during the placement, consolidation and finishing of the concrete.

e. Dowels: If isolation joints are to be equipped with dowels they shall be of the size and type specified, and shall be firmly supported in place, by means of a dowel basket which shall remain in place. One half of each dowel shall be lightly painted or greased with a product approved by the engineer.

2. Contraction joints: Contraction joints shall be placed where indicated and to the depth indicated by the plans, specifications and standards.

a. Method: Contraction joints shall be sawed.

b. When sawing joints, the contractor shall begin as soon as the concrete hardens sufficiently to prevent excessive raveling along the saw cut and shall finish before conditions induce uncontrolled cracks, regardless of the time or weather. The longitudinal contraction joints shall be sawed immediately after sawing transverse joints. When joint sealing backup material is specified with sawed joints, the first stage, which provides a relief cut shall be approximately 1/8 inch (3 mm) wide, and shall be to plan depth. The second stage which

02208 Portland Cement Concrete Pavement 6 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-7

widens the joints to allow the insertion of joint sealing backup material to plan depth shall not be performed until the concrete is at least 48 hours old, and shall be delayed longer when the sawing causes raveling of the concrete. If second stage sawing is performed prior to the completion of the curing period, the contractor shall maintain the cure by use of curing tapes, plastic devices, or other materials approved by the engineer.

c. For Portland cement concrete pavements, contraction joints shall be one-forth (1/4) the thickness of the slab (minimum).

d. Where not indicated on the plan drawings, joint spacing for ultra-thin whitetopping projects shall not exceed 12 times the thickness of the overlay, and shall be constructed such that the larger dimension of any panel does not exceed 125% of the smaller dimension. Joints of adjacent panels shall be aligned. Joints shall intersect pavement free edges at 90 degrees, and shall extend a minimum of 1 ft (300 mm) from the pavement edge. Saw joints shall be one-third the thickness of the slab, or two inches (50 mm), whichever is greater.

e. For bonded Portland cement concrete overlays, joints shall be located above existing joints, shall be sawed full depth plus one-half inch (12mm) for overlays up to 4 inches (100 mm) in two stages. The first stage provides a relief cut approximately 1/8 inch (3 mm) wide.

f. Dowels: If contraction joints are to be equipped with dowels they shall be of the size and type specified and shall be firmly supported in place and accurately aligned parallel to the pavement line and grade with an allowable tolerance of ⅛ inch (3 mm).

3. Longitudinal and Construction joints: Longitudinal joints or construction joints shall be placed as shown on the plans or where the Contractor's construction procedure may require them to be placed. Longitudinal construction joints (joints between construction lanes) shall be keyed or tied joints of the dimensions shown on the plans or standards.

4. Center joints: Longitudinal center joints shall be constructed using the methods specified in Section 2208.4 B "Contraction joints."

5. Transverse Construction joints: Transverse construction joints of the type shown on the plans or standards shall be placed wherever concrete placement is suspended for more than 30 minutes.

02208 Portland Cement Concrete Pavement 7 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-8

6. Tiebars: Tiebars shall be of deformed steel of the dimensions specified by the plans or standards. Tiebars shall be installed at the specified spacing and firmly secured so as not to be disturbed by the construction procedure.

G. Placing, Finishing, Curing, and Protection: Concrete shall be furnished in quantities required for immediate use and shall be placed in accordance with the requirements of MCIB Concrete Pavement (Section 1). Prior to commencing construction, the contractor shall furnish a concrete delivery plan which includes at a minimum the number of trucks which will be dedicated to the project, the location of the , the route and distance from the plant to the job site, and the anticipated rate of concrete usage. It is essential that concrete be delivered in sufficient quantities to prevent stoppage of the paving operation.

1. Concrete Placement: The concrete shall be deposited on the subgrade to the required depth and width of the construction lane in successive batches and in a continuous operation without the use of intermediate forms or bulkheads. The subgrade shall be moistened prior to the placement of concrete. The concrete shall be placed as uniformly as possible in order to minimize the amount of additional spreading necessary. While being placed, the concrete shall be vibrated and compacted with suitable tools so that the formation of voids or honeycomb pockets is prevented.

The concrete shall be well vibrated and tamped against the forms and along all joints. Care shall be taken in the distribution of the concrete to deposit a sufficient volume along the outside form lines so that the curb section can be consolidated and finished simultaneously with the slab.

No concrete shall be placed around manholes or other structures until they have been brought to the required grade, alignment, and cross slope.

Concrete shall not be allowed to extrude below the forms.

2. Concrete Finishing Methods: The pavement shall be struck off and consolidated with a mechanical finishing machine. Hand-finishing methods may be used for small or irregular areas. Furnish paving and finishing equipment applicable to the type of construction as follows:

a. Slip-form Machines: Furnish slip-form machines capable of spreading, consolidating, screeding, and float finishing the freshly placed concrete in one pass to provide a dense and homogeneous pavement with minimal hand finishing.

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b. Self-Propelled Form-Riding Machines: Furnish mechanical, self-propelled spreading and finishing machines capable of consolidation and finishing the concrete with minimal hand finishing. Do not use machines that displace the fixed side forms.

c. Manual Fixed-Form Paving Machines: Furnish spreading and finishing machines capable of consolidating and finishing the concrete with minimal hand finishing.

d. Hand Methods: When finishing by hand methods, concrete shall be consolidated by use of vibrating units operating in the concrete. Unless the vibrating apparatus is such that the full width of concrete is consolidated in a single passage, a definite system or pattern shall be used in the operation of the vibrator so the full width of concrete in each linear foot of lane will receive adequate and uniform consolidation. The system and methods of vibrating shall be subject to approval of the Engineer. Vibrating equipment shall, under no circumstances, be used as a tool for moving concrete laterally on the grade.

3. Concrete Finishing:

a. Longitudinal Floating: After the concrete has been struck off and consolidated, it shall be further smoothed by means of a mechanical longitudinal float or by float finishers using a longitudinal hand float. If a longitudinal hand float is used, it.shall be operated from foot bridges spanning the pavement, and shall be worked with a wiping motion parallel to the centerline, and passing from one side of the pavement to the other. Movement ahead along the centerline of the pavement shall be in successive advances of not more than ½ of the length of the float. The float shall not be less than 3 feet (91.44cm) in length and 6 inches (15.24 cm) in width, and shall be properly stiffened and provided with handles at each end. The operation may be eliminated if specified tolerances can be attained by some other approved method. In cases where the longitudinal floating operation has been eliminated, the pavement shall be scraped with a straight edge 10 feet (3.05m) long, equipped with a handle to permit it to be operated from the edge of the pavement. The longitudinal float and straightedge shall be operated so that any excess water and laitance are removed from the surface of the pavement. After the scraping operation, the surface of the pavement shall be within the specified tolerances.

b. Straightedging: While the concrete is still plastic, the slab surface shall be tested for smoothness with a 10-foot (3.05m) straightedge swung from handles 3 feet (91.44cm) longer than one-half the width of the slab. Straightedging shall be done on the pavement surface parallel to the centerline and at not more than 5 foot (1.52m) intervals transversely. After each test the straightedge shall be

02208 Portland Cement Concrete Pavement 9 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-10

moved forward one-half its length and the operation repeated. When irregularities are discovered, they shall be corrected by adding or removing concrete. All disturbed places shall be smoothed with a float not less than 3 feet (91.44 cm) long and not less than 6 inches (15.24 cm) wide, and again straightedged. The pavement surface shall have no depression in which water will stand.

c. Edging: Before final finishing is completed and before the concrete has taken its initial set, the edges of the slab and curb shall be finished to the radius shown on the plans or standards by the paving equipment, or with hand edging tools.

d. Final Surface Finish:

1) Dragged Surface Treatment:

a) For roadways with a design speed of 45 MPH (70 KM/H) or less to be posted 45 MPH (70 KM/H) or less, astroturf or burlap shall be dragged longitudinally over the finished surface to produce a tight, uniform textured surface and the edges shall be rounded in a workmanlike manner.

b) For roadways to be posted 50 MPH (80 KM/H) or more astroturf or burlap shall be dragged longitudinally over the finished surface to produce a tight, uniform, textured surface and the edges shall be rounded in a workmanlike manner. The texture achieved by the astroturf or burlap drag shall be tested by the contractor in accordance with ASTM E 965, “Test Method for Measuring Surface Macrotexture Depth Using a Sand Volumetric Technique”, to ensure the texture is adequate for skid resistance. Test locations will be determined by the engineer. The results of ASTM E 965 shall show an average texture depth of any lot, as defined below and shall have a minimum value of 0.032 inch (0.80 mm). Any lot showing an average of less than 0.032 inch (0.80 mm) but equal to or greater than 0.024 inch (0.60 mm) will be accepted as substantial compliance but the contractor shall amend their operation to achieve the required 0.032 inch (0.80 mm) minimum depth. (It is not the intention of this tolerance to allow the contractor to continuously pave with an average texture depth of less than 0.032 inch [0.80mm]). Any lot showing an average texture depth of less than 0.024 inch (0.60 mm) shall require diamond grinding of the pavement represented by this lot to attain the necessary texture. Any individual test showing a texture depth of less than 0.020 inch (0.50 mm) shall require diamond grinding of the pavement represented by this lot to attain the necessary texture. Limits

02208 Portland Cement Concrete Pavement 10 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-11

of any failing individual test shall be determined by running additional tests at 100 foot (30 m) intervals before and after the failing test location. All testing of the surface texture shall be completed no later than the day following pavement placement.

e. Curing: As soon as practical after the concrete is finished, it shall be cured with one of the acceptable methods. Curing shall conform to the requirements of MCIB Section 1 Concrete Materials, except water proof paper or polyethylene sheeting are not acceptable mediums. If a liquid curing membrane is used, it shall be applied in accordance with the manufacturer’s directions.

1) Methods of Applying Curing Membrane: A nozzle producing a uniform fan pattern will be used on all spray equipment when applying the liquid curing membrane. The curing compound should be applied immediately after final finishing, and before the loss of all free water on the surface of the concrete. Normally, one smooth even coat shall be applied at a rate of 150 to 200 square feet per gallon (3.7 to 3.8 square meters per liter), but two coats may be necessary to ensure complete coverage and effective protection. Second coat should be applied at right angles to the first coat.

2) Curing Formed Surfaces: If the forms are removed from finished concrete pavement within a period of 72 hours or if a slip form paving machine has been used, these surfaces shall also be cured. Curing membrane damaged by joint sawing operations shall be repaired by the contractor as directed by the engineer.

f. Protection: The contractor shall, at his own expense, protect the concrete work against damage or defacement of any kind until it has been accepted by the engineer. All vehicular traffic shall be prohibited from using new concrete pavement until it has attained a minimum of 70% of the 28 day design strength. Concrete pavement that is not acceptable to the engineer because of damage or defacement, shall be removed and replaced, or repaired to the satisfaction of the engineer, at the expense of the contractor.

g. Diamond Grinding: If required by the contract, or if pavement smoothness criteria are not achieved, the contractor shall grind the riding surface to reduce or eliminate the irregularities.

1) A self-propelled grinding machine with diamond blades mounted on a multi- blade arbor shall be used. Equipment that causes excessive ravels, aggregate fractures, or spalls will not be acceptable. A uniform texture of the full lane width is required.

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2) Transverse grooving will not be required.

3) Vacuum equipment or other continuous methods to remove grinding slurry and residue shall be used. Grinding slurry shall not flow across lanes being used by traffic.

4) After corrections have been made to the riding surface, the pavement shall be tested for smoothness using the same technique used to determine smoothness originally. The contractor shall furnish and operate the smoothness measurement equipment, and evaluate the results as specified in Section 2211.

5) Additional grinding as required shall be performed to attain the required pavement smoothness. All deviations (in excess of ½ inch [12.5 mm] in a length of 25 feet [7.5 m]) within each Section regardless of the initial average profilograph measurements shall be corrected.

h. Temperature Limitation: Concrete work shall be in accordance with the requirements of MCIB.

H. Backfill: A minimum of 24 hours shall elapse before forms are removed and 5 days shall elapse or the concrete must have attained 75% of its 28 day compressive strength before pavement is backfilled unless otherwise approved by the Engineer. Backfill shall be accomplished in accordance with Sections 2100 and 2201 entitled "Grading and Site Preparation" and "Subgrade Preparation." The Contractor shall be responsible for the repair of any existing street pavement damaged by the construction to the satisfaction of the Engineer.

I. Joint Sealing and Cleanup: All joints shall be sealed with an approved joint sealer meeting the requirements of Section 2208.2 applied in accordance with the manufacturer's directions within 7 days of the placement of the concrete and prior to the opening of the pavement to traffic. The Contractor shall be responsible for the removal of excess dirt, rock, broken concrete, concrete splatters and overspray from the area of the construction.

J. Integral Curb:

1. Integral curbs shall be required along the edges of all street pavements as indicated on the plans, or standards, except at such locations as the Engineer may direct.

2. The integral curb shall be constructed during or immediately following the finishing operation unless otherwise shown on the plans. Special care shall be taken so that the curb construction does not lag behind the pavement construction and form a "Cold joint."

02208 Portland Cement Concrete Pavement 12 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-13

3. Steel curb forms or integral slipforming shall be required to form all curbs except where impractical because of small radii street returns or other special sections.

4. Curbs shall be formed to the cross section as shown on the drawings with a mule; or templates supported on the side forms and with a float not less than four feet (1.22 m) in length.

5. The finished surface of the curb and gutter shall be checked for no more than ¼ inch (6 mm) deviation by the use of a 10 foot (3.05 m) straightedge and corrected if necessary. Where grades are flat and while the concrete is still plastic, the drainage of the gutter should be checked with a 4 ft. (1.2 m) carpenter’s level.

K. Pavement Smoothness and Surface Defects: Concrete pavement smoothness shall be in conformance with section 2211-Pavement Smoothness.

L. Repairing Defects: Repairing Defects: Any defect occurring prior to the end of the warranty period shall be repaired by removing and replacing the affected area to the nearest construction joints. After the warranty period has expired, defects shall be repaired in conformance with the following. Do not begin corrective work until after submitting a plan and receiving the Engineer’s approval for repair methods.

Defect Repair Alternate Defect Type Defect Location Description Direction Procedure Procedure Plastic Only partially Fill with Shrinkage Any Anywhere penetrates Do nothing HMMM2 Crack depth Uncontrolled Saw and seal Transverse Mid-slab Full-depth LTR3 Crack Crack Saw and seal the crack; Uncontrolled Crosses or ends at Transverse Full-depth Epoxy Crack transverse joint uncracked joint FDR4 to Saw and seal Uncontrolled Relatively parallel and within replace Transverse Full-depth the crack; Crack 1.5 m of joint crack and Seal joint joint Repair spall Saw cut or by PDRS if Uncontrolled Transverse Anywhere Spalled crack not Crack Removed Saw and seal Relatively parallel & within 1 the crack; Cross- Uncontrolled Longitudinal ft (0.3m) of joint. May cross Full-depth Epoxy stitch Crack or end at longitudinal joint. uncracked Crack joint

02208 Portland Cement Concrete Pavement 13 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02208 PORTLAND CEMENT CONCRETE PAVEMENT 02208-14

Relatively parallel & in wheel Full-depth, Cross- Uncontrolled Remove and Longitudinal path 1-4.5 ft (0.3-1.35 m Hairline or stitch Crack replace slab from joint) Spalled Crack Cross-stitch Relatively parallel & further Uncontrolled crack; Seal Longitudinal than 4.5 ft (1.35 m) from a Full-depth Crack longitudinal long joint or edge. joint Repair spall Saw cut or by PDRS if Uncontrolled Longitudinal Anywhere Spalled crack not Crack Removed Uncontrolled Diagonal Anywhere Full-depth FDR4 Crack Two cracks Uncontrolled Multiple per Dividing slab Remove and Anywhere Crack Slab into 3 or more replace slab pieces 1 m=3.28 ft HMWM = High molecular weight methacrylate poured over surface and sprinkled with sand for skid resistance. LTR = load-transfer restoration; 3 dowel bars per wheel path grouted into slots sawed across the crack; Slots must be parallel to each other and the longitudinal joint. FDR = full-depth repair; 10 ft (3 m) long by one lane wide. Extend to nearest transverse contraction joint if 10 ft (3-m) repair would leave a segment of pavement less than 10 ft (3 m) long. PDR = partial-depth repair; Saw around spall leaving 2 in. (50 mm ) between spall and 2 in. (50-mm) deep perimeter saw. Chip concrete free, then clean and apply bonding agent to patch area. Place a separating medium along any abutting joint or crack. Fill area with patching mixture. Cross-stitching; for longitudinal cracks only, drill ¾” (18 mm) holes at 35° angle, alternating from each side of joint on 30-36 in. (750-1000 mm) spacing. Epoxy #5 epoxy coated deformed steel tiebars into hole.

M. Methods of Measurement: Portland Cement Concrete Pavement will be measured per square yard (square meter) or tenth part thereof for the specified depth. If pavement smoothness is included in the Proposal, pay adjustments will apply to the traffic lane design driving width only.

N. Basis of Payment: Portland Cement Concrete Pavement will be paid for by one of the following:

1. Contract unit bid price. Including Concrete Drive approach (6” – Type 1) 2. Contract lump sum bid price.

END OF SECTION

02208 Portland Cement Concrete Pavement 14 of 14 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02220 SELECTIVE DEMOLITION 02220-1 A. General 1. Disposal of Demolition Debris: All demolition debris shall be disposed of at a legal landfill or at a site. Where dumping of such materials is allowed under federal, state and local laws.

2. Demolition debris is defined as used building materials resulting from demolition, and waste materials from the construction of buildings or site clearing. Broken concrete, reinforcing steel, and asphalt are some of the many things considered to be demolition debris.

B. B.Z.A. Approved Dumpsites 1. For further information on approved dumpsites contact: Brian Pitts, City Development, 15th Floor, City Hall, 513-2896.

C. Earthen Landfills 1. Soil, rock, and are not considered to be demolition debris and can be placed at properly permitted locations. Obtain grading permits, erosion control permits, and floodplain certificates as applicable (from Codes Administration in KC). Broken concrete, with reinforcing closely trimmed and removed, may be placed in some earthen landfills, subject to approval by the landfill owner.

D. Submittals 1. At the pre-construction conference, CONTRACTOR shall submit the proposed sites for disposal · of demolition debris and earthen material, in writing, to the OWNER. Once work starts, all substitute sites shall be submitted in writing to the OWNER. Submittals shall include a copy of the permit authorizing disposal at each site whether in or out of the City Limits. 2. Owner's Representative will confirm that the proposed sites, both within and out the City Limits, are properly authorized. Owners Representative will advise Contractor in writing if a disposal site is not properly authorized. Lack of a response to inquiry is sufficient cause to reject a disposal site.

E. Remedy 1. Failure to abide' by these contract requirements to use only approved dumpsites, whether intentional or inadvertent, is deemed to be a major violation of the contract. In the event of such violation, the City shall have two special remedies, in addition to local ordinance penalties. It may, at its sole option: a. Direct that the materials which have been dumped at a site other than the approved one be moved to the approved location, and that the site where the unapproved dumping took place to be restored to its previous condition, or b. Terminate the contract immediately by written notice to the CONTRACTOR, in which case the CONTRACTOR shall have no right to cure its default. The CONTRACTOR shall be entitled to be paid for the completed portion of his contract less the expense to remedy the unauthorized dumping. Such payment shall be made only after the work is complete and all costs are finally determined.

02220 Selective Demolition 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02220 SELECTIVE DEMOLITION 02220-2 c. Before either of such remedies is invoked, the CONTRACTOR will be given five (5) Working Days written notice of the alleged violation. During the five (5) day period, the contractor may submit information for consideration by the OWNER. Due to the nature of illegal dumping, OWNER need not have proof positive; "alleged" is herewith adjudged sufficient evidence to terminate this contract.

F. Payment 1. No separate payment will be made for "Demolition Disposal". All costs pertaining thereto shall be incidental to the other contract pay items.

END OF SECTION

02220 Selective Demolition 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02225 SAW CUTTING 02225-1 A. General 1. Where part of the existing concrete curb, , driveway, and asphaltic or Portland Cement Concrete pavement is to be removed at locations other than contraction or expansion joints, the existing concrete shall be cut with a concrete saw to a minimum depth of two (2) inches or one-half (1/2) the existing slab, whichever is greater. Water shall be used as required to control dust during sawing operations. In order to provide true alignment and a vertical face against which the new concrete will be placed, greater depth of cut may be necessary. If the remaining concrete is chipped or cracked during sawing or removal, it shall be re- sawed beyond the limits of the chip or crack, along a line parallel to or perpendicular with the nearest joint, and/or as directed by the Engineer to assure uniform appearance.

B. Payment 1. No separate payment will be made for Concrete Sawing at contraction or expansion joints. All costs pertaining thereto shall be included in the Contract Unit Prices for other items as listed in Section 00412, Bid Form-Unit Prices.

END OF SECTION

02225 Saw Cutting 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02230 CLEARING AND GRUBBING 02230-1

A. General 1. This section covers earthwork items necessary for clearing and grubbing, as indicated in the CONTRACT DOCUMENTS. 2. Clearing, Grubbing, and shall conform to APWA Section 2101. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association, Standard Specification and Design Criteria (APWA) as amended and supplemented by the City of Kansas City Missouri Public Works Department apply, unless otherwise specified. 3. All trees located within the permanent easement shall be removed. The CONTRACTOR shall notify property owners three (3) days in advance of removing any special plantings, (e.g. ornamental trees, bushes, garden plants, etc.) so that the owner/caretaker has a reasonable opportunity to transplant them. 4. In addition to paragraph “3” above, all trees shown on the plans that are marked with an “X” shall be removed. All other trees shall be saved. 5. Trees shall be completely removed with stump ground down to a minimum depth below the grade of six (6) inches.

B. Payment 1. Payment will be made at the Contract Unit Price as listed in Section 00412, Bid Form-Unit Prices. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the item.

END OF SECTION

02230 Clearing and Grubbing 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02236 TREE ROOT PRUNING 02236-1 A. General 1. During trenching operations in the vicinity of trees that are to be saved, any tree roots encountered shall be kept intact as much as possible. Upon exposing tree roots within the drip lines of the adjacent live trees, the roots shall be carefully pruned and protected from drying out. The roots shall be kept intact as much as possible, and torn ends shall be sheared with sharp tools. Exposed roots shall be kept moist and shall not be allowed to dry out. Where roots cannot be kept moist by other means, organic spray moisture protective coatings shall be used.

B. Payment 1. No separate payment will be made for this item. Any repair or replacement costs required due to careless or reckless damage to a tree or shrub will be the sole responsibility of the CONTRACTOR.

END OF SECTION

02236 Tree Root Pruning 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02280 UTILITY ADJUSTMENTS 02280-1 A. Adjustments 1. Items under this heading include utility adjustments in conjunction with the scope of work for this project as follows: water mains, water service lines, sewer service lines, gas service lines and buried and or overhead cables, utility poles, traffic signals, signal poles and signal cables belonging to public utility companies or the private consumers, such as the KCMO Water Services Department, KCMO Streets & Traffic Division, Gas Service, electric, cable TV, telephone, and other non-franchise utility companies, damaged during the construction of this project shall be repaired as necessary in conformance with the regulations of the involved utilities. 2. The CONTRACTOR is responsible for the maintenance of service of all sewer mains and building sewers encountered during construction. The CONTRACTOR shall not be entitled to additional compensation for the repair of any such lines damaged during his operations.

B. Relocations 1. Relocations or adjustments to facilities owned by Utility Companies will be accomplished by the utility company at no cost to the CONTRACTOR except Water or City owned Street Lights. 2. The City will endeavor to have all necessary adjustments or relocations of public or private utility facilities in direct conflict with the roadway work made as soon as practicable. Such adjustments or relocations will be made at no cost to the CONTRACTOR. The adjustments or relocations may be completed before the CONTRACTOR progresses to the points affected. Under some circumstances, however, such adjustments or relocations may have to be performed during the CONTRACTOR’S construction. The CONTRACTOR shall be responsible for coordinating his work with that of the utility owners or their CONTRACTORS so as to cause the least possible delay in the work. 3. Locations or grades of items shown on the Plans are considered approximate only. No guarantee is made as to the accuracy or completeness thereof. 4. It is anticipated that unknown items not shown on the plans will also be uncovered during excavations and shall require adjustment as specified herein. The CONTRACTOR shall carefully note the location of all such items exposed and report the information to the Utility. The CONTRACTOR'S employees shall not knowingly cover over permanently any such items unless specifically instructed to do so.

C. Street Right-Of-Ways/Easements 1. Utilities located in street right-of-way, except water and street lighting, requiring adjustment or relocation for this construction shall be adjusted or relocated by the respective owner at no cost to the CONTRACTOR. The CONTRACTOR shall be responsible for coordinating this activity with the responsible utility.

02280 Utility Adjustments 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02280 UTILITY ADJUSTMENTS 02280-2 D. Protection 1. Utilities located in utility easements or private easements shall be protected. The CONTRACTOR may incur some expense when enlisting the assistance of the utility owner for such protection.

E. Payment 1. No separate payment will be made for this item unless specifically listed in Section 00412, Bid Form-Unit Prices. All costs pertaining thereto shall be included in the Contract Unit Price(s) for other items.

END OF SECTION

02280 Utility Adjustments 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02306 PAVEMENT MARKING 02306-1

A. Referenced Standards: The following standards are referenced directly in this section. The latest version of these standards shall be used.

ASTM

C321 Standard Test Method for Bond Strength of Chemical–Resistant Mortars C501 Standard Test Method for Relative Resistance to Wear of Unglazed Ceramic Tile by the Tile Abraser D36 Standard Test Method for Softening Point of Bitumen (Ring and Ball Apparatus) D92 Standard Test Method for Flash and Fire Points by Cleveland Open Cup D93 Standard Test Methods for Flash Point by Pensky Martens Closed Tester D256 Standard Test Method Methods for Determining the Izod Pendulum Impact Resistance of Plastic D476 Standard Specification for Titanium Dioxide Pigments, Type II Rutile D562 Standard Test Method for Consistency of Paints Using Stormer Viscosimeter D570 Standard Test Method for Water Absorption of Plastics D638 Standard Test Method for Tensile Properties of Plastics D711 Standard Test Method for No–Pick–Up Time of Traffic Paint D768 Standard Specification for Yellow Iron Oxide D868 Standard Test Method for Laboratory Test for Degree of Bleeding of Traffic Paint D1152 Standard Specification for Methanol (Methyl Alcohol) D1155 Standard Test Method for Roundness of Glass Spheres D1199 Standard Specification for Calcium Carbonate Pigments D1210 Standard Test Method for Fineness of Dispersion of Pigment–Vehicle Systems by Hegman–Type Gage D1214 Standard Test Method for Sieve Analysis of Glass Spheres D1475 Standard test Method for Density of Paint, Varnish, Lacquer, and Related Products D2240 Standard Test Method for Rubber Property–Durometer Hardness D2243 Standard Test Method for Freeze–Thaw Resistance of Waterborne Coatings D2369 Standard Test Method for Volatile Content of Coatings D2805 Standard Test Method for Hiding Power of Paints by Reflectometry D3723 Standard Test Method for Pigment Content of Water Emulsion by Low Temperature Ashing D3960 Standard Practice for Determining Volatile Organic Content (VOC) of Paints and Related Coatings D4060 Standard Test Method for Abrasion Resistance of Organic Coatings by Taber Abraser D4061 Standard Test Method for Retroreflectance of Horizontal Coating

02306 Pavement Marking 1 of 42 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02306 PAVEMENT MARKING 02306-2

D4366 Standard Test Methods for Hardness of Organic Coatings by Pendulum Damping Tests D4796 Standard Test Method for Bond Strength of Thermoplastic Traffic Marking Material D5420 Standard Test Method for Impact Resistance of Flat, Rigid Plastic Specimen by Means of a Striker Impacted by a Falling Weight (Gardner Impact) E70 Standard Test Method for pH of Aqueous Solutions With the Glass Electrode E303 Standard Test Method for Measuring Surface Frictional Properties Using the British Pendulum Tester E308 Standard Practice for Computing the Colors of Objects by Using the CIE System E660 Standard Practice for Accelerated Polishing of Aggegrates or Pavement Surfaces Using a Small–Wheel, Circular Track Polishing Machine E1347 Standard Test Method for Color and Color–Difference Measurement by Tristimulus (Filter) Colorimetry E1349 Standard Test Method for Reflectance Factor and Color by Spectophotometry Using Bidirectional Geometry

AASHTO

M 247 Standard Specification for Glass Beads Used in Traffic Paint M 249 Standard Specification for White and Yellow Reflective Thermoplastic Striping Material (Solid Form) T 250 Standard Method of Test for Thermoplastic Traffic Line Material

Manual of Uniform Traffic Control Devices, latest Edition (MUTCD)

ACI

ACI 503 Guide for the Selection and Use of Structural Adhesives with Concrete

Federal Test Method Standard No. 141, Method 4252 – Paint, Varnish, Lacquer and Related Materials; Methods of Inspection, Sampling and Testing Federal Test Method Standard No. 141a, Method 6121 – Paint, Varnish, Lacquer and Related Materials; Methods of Inspection, Sampling and Testing Federal Standard 595, Colors used in Government Procurement Federal Specification TT–P–115a – Paint, Traffic (, White and Yellow) Federal Specification TT–P–1952B – Paint, Traffic and Airfield Marking, Water Emulsion Base

“Standard Color Chips for Highway Signs” (US Bureau of Public , Washington D.C.)

02306 Pavement Marking 2 of 42 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02306 PAVEMENT MARKING 02306-3

B. Summary: This section governs the furnishing of labor, equipment, and materials and for the performance of work necessary to furnish and install white and yellow permanent or temporary retro–reflector zed pavement marking materials.

C. General: The permanent pavement markings shall be installed immediately after the roadway surface is complete unless prior approval is received by the Engineer. The installation of the yellow markings (as required) is the first priority. If the permanent markings cannot be installed and thus the roadway would be unmarked overnight, temporary removable markings shall be installed and remain until the permanent markings can be installed. The contractor shall make every possible effort to remove the temporary pavement markings and install permanent pavement markings within 48 hours. Only under extreme circumstances and at the approval of the pavement marking inspector or the engineer, will the duration of the temporary pavement markings be extended. Under no circumstance should the temporary pavement markings be in place for more than 2 weeks. If permanent markings cannot be installed within the specified time then semi–permanent markings shall be installed following the guide lines as set forth in the latest edition of the Manual on Uniform Traffic Control Devices (MUTCD) Part VI, Sections F6 and G6. The temporary removable markings shall be removed prior to installation of the permanent markings. In situations where markings conflict with the traffic routing, such as a lane closure or a lane diversion, conflicting markings shall be removed prior to application of the next set of markings.

D. Striping Applicability Chart: These charts provide guidance for the selection of striping materials.

Marking Material Roadway Surface Application Durability Thermoplastic New asphalt Permanent High Aggressive bond thermoplastic Aged asphalt, concrete Permanent High Preformed thermoplastic Asphalt, concrete Permanent High Cold plastic Asphalt, concrete Permanent Moderate Permanent Paint All surfaces Low Temporary Epoxy All surfaces Permanent High Temporary Tape (Type I) All surfaces Temporary Low Temporary Tape (Type II) All surfaces Temporary Low Line masking tape All surfaces Temporary Low

Roadway Surface Permanent Temporary Marking Marking New asphalt Thermoplastic Temporary Tape (I or II) Old asphalt Aggressive bond Temporary Tape (1 or II), paint thermoplastic Slurry or microsurface Thermoplastic Temporary Tape (1 or II), paint Milled concrete or asphalt Not applicable Paint Asphalt to be milled Not applicable Paint

02306 Pavement Marking 3 of 42 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02306 PAVEMENT MARKING 02306-4

Base asphalt Not applicable Paint New or old concrete Aggressive bond thermo, Temporary Tape (1 or II), paint Epoxy Concrete Inlaid cold plastic Temporary Tape (1 or II), paint Diamond ground concrete Epoxy Temporary Tape (1 or II), paint

Note: Old asphalt is asphalt which is more than 6 months old, or which has been open to traffic.

E. Symbol Applicability Charts: These charts provide guidance for the selection of text and non–text symbol materials.

Roadway Surface Non-Text Symbols Temporary Non-Text Symbols New asphalt Pre-formed thermoplastic Temporary Tape (I or II) Old asphalt Pre-formed thermoplastic Temporary Tape (1 or II), paint Slurry or microsurface Thermoplastic Temporary Tape (1 or II), paint Milled concrete or asphalt Not applicable Paint Asphalt to be milled Not applicable Paint Base asphalt Not applicable Paint New or old concrete Aggressive bond thermo, Epoxy Temporary Tape (1 or II), paint Concrete Inlaid cold plastic Temporary Tape (1 or II), paint Diamond ground concrete Inlaid cold plastic Temporary Tape (1 or II), paint

Roadway Surface Text Symbols Temporary Text Symbols New asphalt Pre-formed thermoplastic Temporary Tape (I or II) Old asphalt Pre-formed thermoplastic Temporary Tape (1 or II), paint Slurry or microsurface Pre-formed thermoplastic Temporary Tape (1 or II), paint Milled concrete or asphalt Not applicable Paint Asphalt to be milled Not applicable Paint Base asphalt Not applicable Paint New or old concrete Inlaid cold plastic Temporary Tape (1 or II), paint Concrete Inlaid cold plastic Temporary Tape (1 or II), paint Diamond ground concrete Inlaid cold plastic Temporary Tape (1 or II), paint

F. Prequalification:

1. Manufacturers interested in prequalifying material under this specification shall submit to the Engineer:

a. A sample of the material. Sample quantities are described in each section.

b. Certifications by qualified testing laboratories that the material meets all required tests.

c. A list of existing installations.

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2. The Engineer may test submitted samples or materials as used for compliance with all requirements of this specification.

3. Products will remain on the prequalified list as long as the results of verification testing and field performance are satisfactory. Any changes in formulation should be reported to the Engineer for review and evaluation to determine if requalification is necessary.

4. No material shall be used unless the material has been prequalified or approved by the Engineer.

5. A list of qualified materials by manufacturer may be maintained by the Owner.

G. Materials:

1. Pre–Mix Glass Spheres: Pre–mix glass spheres shall be uncoated and conform to AASHTO M247 Type 1. The glass spheres used in the formulation shall be lustrous, free from film, scratches, and pits. The glass spheres shall also meet the following requirements:

a. Roundness: The roundness of the spheres shall be minimum of 70% when tested in accordance with ASTM D1155.

b. Gradation: The gradation when tested in accordance with the method provided in ASTM D1214 (by use of U.S. Standard Sieves) shall be:

Size of Sieve Mass % Passing No. 18 (1.00 mm) 80–100 No. 50 (300 mm) 20–50 No. 80 (180 mm) 0–10

c. Refractive Index: When tested by a liquid immersion method at 77 degrees F (25degrees C), the refractive index of the spheres shall be a minimum of 1.50.

2. Drop–On Glass Spheres: The spheres shall be manufactured from glass of a composition designed to be highly resistant to traffic wear and to the effects of weathering. The particles shall be spherical in shape, containing not more than thirty percent (30%) of irregularly shaped particles. They shall be essentially free of sharp angular particles, and particles showing milkiness or surface scoring or scratching. They shall meet the requirements of AASHTO M247 Type 1.

a. Gradation: The gradation when tested in accordance with the method provided in ASTM D1214 (by use of U.S. Standard Sieves) shall be:

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Size of Sieve % Passing (by Weight) No. 20 (850 mm) 100 No. 30 (600 mm) 80–100 No. 50 (300 mm) 18–35 No. 80 (180 mm) 0–10 No. 100 (150 mm) 0–2

b. Refractive Index: When tested by a liquid immersion method at 77 degrees F (25 degrees C), the refractive index of the spheres shall be within the range of 1.50 to 1.60.

c. Moisture Proof Requirements: The spheres shall show no tendency to absorb moisture in storage and shall remain free of clusters and hard lumps. The spheres shall flow freely from dispensing equipment at any time when surface and atmospheric conditions are satisfactory for application.

3. Thermoplastic Pavement Markings: This specification covers a white and yellow thermoplastic reflectorized pavement marking material of a type that is applied to asphalt surfaces in a molten state by mechanical means to receive a surface application of glass spheres, and which upon cooling to normal pavement temperature, produces an adherent reflectorized stripe of specified thickness and width and is capable of resisting deformation.

a. Characteristics: The material shall not exude fumes that are toxic, obnoxious or injurious to person or property, when it is heated to the temperature range specified by the manufacturer for application. It shall remain stable when held for 4 hours at this temperature, or when subject to 3 reheatings after cooling to ambient temperature.

The temperature–viscosity characteristics of the plastic material shall remain constant throughout repeated reheatings, and shall show like characteristics from batch to batch. There shall be no obvious change in color of the material either as a result of repeated reheatings or from batch to batch.

The thermoplastic material shall easily extrude from the equipment to produce a cross–section of line 90 to 125 mil (1.5 mm to 4.8 mm) thick, which shall be continuous and uniform in shape, and have clear and sharp dimensions.

b. Serviceability: The compound shall resist deterioration by contact with sodium chloride, calcium chloride or other chemicals used to prevent roadway ice, or because of the oil content of pavement materials or from oil droppings or other effects of traffic. The markings shall remain intact under normal traffic conditions at temperatures below 140 degrees F (60 degrees C).

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c. Specific Gravity: The material’s specific gravity shall not be less than 1.8 nor exceed 2.3 referred to water at 77 degrees F (25 degrees C) when determined by a water displacement method at 77 degrees F (25 degrees C).

d. Set Time: When applied at the specified temperature and thickness, the material shall set to bear traffic in not more than 2 minutes when the air temperature is 50 degrees F (10 degrees C) and not more than 10 minutes when the air temperature is 90 degrees F (32 degrees C).

e. Composition: The thermoplastic pavement marking material shall be homogeneously composed of pigment, filler, resin binder and glass reflectorizing spheres. The solid resin shall be a “maleic–modified glycerol ester resin” (alkyd binder) comprising at least one–third of the binder compositions and be no less than eight (8) percent by weight of the entire material formulation. The alkyd binder shall consist of a mixture of synthetic resins (at least one of which is solid at room temperature), and high boiling point plasticizers. The material shall not contain any petroleum derived ingredients. Yellow pigment shall be heat stabilized encapsulated lead chromate. The thermoplastic pavement marking material shall contain the following ingredients:

INGREDIENT WHITE YELLOW (Percent by Weight) Binder (See Note A below) 18.0 min. 18.0 min. Titanium Dioxide 10.0 min. -- Glass Spheres 20.0-50.0 20.0-50.0 Lead Chromate -- 2.0 - 4.5 Inert Fillers 42.0 max 50.0 max

The material shall be thoroughly mixed and furnished in a free flowing granular form. The material shall meet the requirements of this specification for a period of one year. The material shall readily melt in a uniform mixture. The material shall be free from all skins, dirt, and foreign objects.

It shall be of such composition that it will not bleed, stain or discolor when applied to bituminous pavement. The manufacturer shall replace material not meeting the above requirements.

f. Color: The color of the thermoplastic material after heating for 4 hours + 5 minutes at 425 + 3 degrees F (218 + 1.4 degrees C) shall conform to the following when tested by Federal Test Method Standard 141 Method 4252:

White Federal Color Chip No. 37875 (Fed. Std. No. 595) Yellow Federal Color Chip No. 13538 (Fed. Std. No. 595)

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g. Reflectance: The daylight luminous reflectance of the white material shall be not less than 75% when tested according to ASTM E1347. The yellow shall have a minimum brightness of 45% relative to magnesium oxide, and shall be within the green and red tolerance of the "Standard Color Chips for Highway Signs (January 1939)" obtainable from the United States Bureau of Public Roads, Washington, D.C. (TT–P–115a).

h. Softening Point: After heating the thermoplastic material for 4 hours + 5 minutes at 425 + 3 degrees C (218 + 1.4 degrees C) and testing in accordance with ASTM D36, the material shall have a softening point 215 + 15 degrees F (102 + 7.1 degrees C).

i. Flowability: After heating the thermoplastic material for 4 hours + 5 minutes at 425 + 3 degrees F (218 + 1.4 degrees C) and testing for flowability, the white thermoplastic shall have a maximum percent residue of 18 percent and the yellow thermoplastic shall have a maximum residue of 21 percent.

After heating the thermoplastic material for 8.5 hours + 5 minutes at 425 + 3 degrees F (218 + 1.4 degrees C) and testing for flowability, the thermoplastic shall have a maximum percent residue of 28 percent.

k. Indentation Resistance: Hardness shall be measured by a Shore Durometer, Type A2, as described in ASTM D2240, except that the Durometer and the panel shall be at 77 degrees F (25 degrees C), and a 4.4 lb (2 kg) load applied. After 15 seconds, the reading shall be not less than 55.

l. Abrasion Resistance: The material shall not show a maximum loss of 0.02 ounces (0.5 g) subjected to 200 revolutions on a Taber Abraser at 77 degrees F (25 degrees C), using H–22 calibrate wheels, weighted to 17.6 ounces (500 g). The wearing surface should be kept wet with distilled water throughout the test. The panel for this test shall be prepared by forming a representative lot of material at a thickness of 125 mil (3 mm) on a 4 inch (100 mm) square panel (thickness 0.050 + 0.001 inch) [thickness 1.3 + 0.025 mm] on which a suitable primer has been previously applied.

m. Low Temperature Impact Resistance: The materials shall not fracture when subjected to an impact of 64 inch pounds at –4 degrees F (7.23 N–m at –20 degrees C) (), for at least 3 hours. The panel is then placed in an instrument also maintained at –4 degrees F (–20 degrees C), consisting of a 10.5 pound (4.7 kg) freely falling weight controlled to drop vertically for 6 inches (150 mm) onto the surface of the panel, which it strikes with a hemispherical indentor having a radius of .28 inches (7 mm).

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n. Water Absorption: Materials shall have a maximum of 0.5 percent by weight of retained water when tested by ASTM D570, procedure (A).

o. Yellowness Index: The white thermoplastic material shall not exceed a yellowness index of 0.15.

p. Flash Point: The thermoplastic material shall have a flash point not less than 475 degrees F (246 degrees C) when tested in accordance with ASTM D92.

q. Cracking Resistance: After heating the thermoplastic material for 4 hours + 5 minutes at 425 + 3 degrees F (218 + 1.4 degrees C); applying to concrete blocks, and cooling 15 + 3 degrees F (7.1 + 1.4 degrees C), the material shall show no cracks. Properly applied, the material shall show less than six stress cracks per ten lineal feet (three lineal meters) of markings independent of pavement fracturing and faulting, for at least six months.

4. Aggressive Bond Thermoplastic Pavement Markings: This specification covers a white and yellow adhesive thermoplastic reflectorized pavement marking material that is applied to road surfaces, including Portland Cement Concrete (PCC) and aged asphalt without need of a primer/sealer. The material is applied to the in a molten state by mechanical means with surface application of glass beads. Upon cooling to normal pavement temperature, it produces an adherent reflectorized stripe of specified thickness and width with limited thermal/seasonal deformation. In order to qualify as a non–sealer thermoplastic that can be applied to concrete surfaces without a sealer, the material must meet or exceed the requirements listed below.

a. Characteristics: The thermoplastic material shall be homogeneously composed of pigments, resins, polymers (adhesive constituent), glass reflectorizing spheres and other fillers. The thermoplastic material shall be available in a variety of surface delineation colors from the same manufacturer. The manufacturer shall have the option of formulating the material according to their own specifications. However, certain physical and chemical requirements specified must be satisfied in order to qualify as a non–primed striping application for PCC and aged asphalt surfaces.

The material shall not exude fumes which are toxic, or injurious to persons or properties upon heating to application temperature.

b. Specific Gravity: The specific gravity of the white and yellow thermoplastic pavement marking material shall not exceed 2.15.

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c. Composition: The pigment, intermix reflectorizing spheres, and fillers shall be uniformly dispersed in the resin and polymer upon heating to application temperature. The material shall be free of dirt and foreign matter and must meet or exceed the compositional requirements (percentage by weight) indicated below. The total resin/binder content must be 22% min – 26% max (weight) of total product ingredients.

Test Component White Yellow Yellow (Lead Chromate) (Heavy Metal Free) Glass Beads 30% min 30% min 30% min Pigment –Ti02 10% min N/A N/A Yellow (PbCr03) N/A 2% min N/A Organic Yellow N/A N/A Federal Color Resin Binder Content 22% min 22% min 22% min Inert Fillers 42.0 max 50.0 max At Manufacturer's Discretion

d. Color: The thermoplastic material after heating for four hours ±5 min. at 425 ±3 degrees F (218 ±2 degrees C ) and cooled to 77 ±3 degrees F (25 ± 2 degrees C ) shall meet the following:

White Daylight reflectance at 45 degrees – 0 degrees – 80% min. Yellow Daylight reflectance at 45 degrees – 0 degrees – 45% min.

Yellow color shall match Federal Test Standard Number 5958 – Color 13538 and lie within the following ranges:

The chromaticities and luminance factors of ordinary colors of retro reflecting material shall be determined under an angle of illumination of 45 degrees; direction of view perpendicular to surface; and illumination CIE standard illuminant D65.

e. Bond Strength: After heating the thermoplastic material for four hours ±5 minutes at 425 ±3 degrees F (218 ±2 degrees C ), the bond strength to Portland Cement Concrete (PCC) shall equal or exceed 275 psi (1.9 MPa ) (ASTM Standard Test Method for Bond Strength of Thermoplastic Traffic Marking Materials – D4796 or ASTM C321). Failures of type described in Section 6.1 of ASTM D4796 bond test, must be repeated to obtain a quantifiable number. Failure of types 6.2, 6.3, and 6.4 of ASTM D4796 bond test, must exceed the specified thermoplastic – cement brick separation.

f. Low Temperatures Cracking (Stress) Resistance for Extended Period: The material shall be tested according to AASHTO T 250 Section 7 with Section 7.2.3. modified for an extended cold temperature of 15 ±3 degrees F (–9.4 ±2 degrees C) exposure period of 72 hours. Any cracking shall constitute

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failure of the material to qualify as a non–sealer aggressive bonding material for PCC road surfaces.

g. Impact Resistance (Gardner Falling Weight): The test specimens should be formed according to the following procedure: Heat approximately 14.1 ounces (400 grams) of material in an open pint can for 4 hours at 425 ±3 degrees F (218 ±2 degrees C). Preheat specimen draw down blade, 2 inches x 4 inches (5 mm x 100 mm) with a 1/8 inch (3 mm) die opening for approximately one hour at 425 ±3 degrees F (218 ±2 degrees C). The blade is usually placed in the oven containing the sample material during the last hour of sample heating.

After heating the sample for four hours, remove the sample and the draw down blade from the oven. Place the 125–mil blade onto a PCC block. Quickly pour the sample 425 ±3 degrees F (218 ±2 degrees C) into the opening of the draw down and draw down the sample for the entire length of the concrete block. Allow the drawn down test sample to condition in the open in the standard laboratory atmosphere, 73.4 ±3 degrees F (23 ±2 degrees C) and 50 ±5% relative humidity.

Perform the testing procedure according to ASTM D5420 Section 11. Record and report the type of failure as (a) crack or cracks on the surface, (b) cracks that penetrate the entire thickness, (c) brittle shatter (the test specimen in several pieces after impact), or (d) ductile failure (the specimen is penetrated by a blunt tear).

Both the yellow and white non–sealer materials shall have minimum impact resistance of 80 inch pounds (9.0 N–m) with no visible surface cracks.

i. Impact Resistance (Notched Izod): After heating the material for four hours 5 minutes at 425 3 degrees F (218 2 degrees C) and forming test specimens according to AASHTO T 250 Section 8, both the yellow and white samples shall be a minimum notched impact resistance of 11.0 ±0.3 inch pounds (1.24 + 0.03 N–m). The specimens shall be tested both at room temperature 73.4 ±3 degrees F (23 ±2 degrees C) and low temperature of 15 ±3 degrees F (9.4 ±2 degrees C) in accordance with ASTM D256 test method A.

j. Oil and Grease Resistance: The thermoplastic material shall show no signs of deterioration or solubility after motor oil is rubbed vigorously into a sample for 2 minutes and allowed to penetrate for 5 minutes.

k. Set Time: When applied at a temperature range of 412.5 ±12.5 degrees F (211 ±7 degrees C) and thickness of 90 to 125 mil (2.3 mm to 3 mm) the material shall set to bear traffic in not more than 2 minutes when the air

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temperature is 50 ±3 degrees F (10 ±2 degrees C) and not more than ten minutes when the air temperature is 90 ±3 degrees F (32 ±2 degrees C).

l. Flash Point: The thermoplastic material shall have a flash point of not less than 500 degrees F (260 degrees C) when tested in accordance with ASTM D92.

m. Storage Life: The material shall maintain the requirements of this specification for a minimum period of one year. The thermoplastic material must melt uniformly with no evidence of skins or unbelted particles for this one year time period. Any material failing to do so shall be replaced by the manufacturer at their expense.

n. Packaging and Marking: The thermoplastic material shall be packaged in suitable containers to which it will not adhere during shipment and storage. The container of thermoplastic material shall weigh approximately 50 lb. (23kg). Each container shall designate user information, manufacturer’s name and address, batch number and date of manufacture. Each batch manufactured shall have its own separate number. The label shall carry appropriate user warnings and instructions.

o. NTPEP Test Program: The material must have been applied, without surface primer, on two NTPEP Decks (PCC) and evaluated for a period of at least one year. A minimum of 90% of the original pavement striping must be intact on the PCC decks after a one–year review period. The percent retention is calculated based on the measured test area square footage (square meter) (neglecting mil thickness wear down) minus the road surface areas that are exposed due to cracking and chipping away of thermoplastic from the concrete surface caused by product bond failure to the substrate.

5. Preformed Thermoplastic Pavement Markings: This specification is for the furnishing of retro reflective preformed thermoplastic pavement marking materials that can be adhered to asphalt, concrete and Portland cement concrete pavements by means of heat fusion. The applied markings shall be very durable, oil and grease impervious and provide immediate and continuing retro reflectivity.

a. Characteristics: The preformed marking material shall consist of a resilient white and yellow polymer thermoplastic with uniformly distributed glass beads throughout its entire cross section. Preformed words and symbols shall conform to the applicable shapes and sizes as prescribed in the latest revision of the Manual on Uniform Traffic Control Devices.

The preformed markings shall be fusible to asphalt concrete and Portland cement concrete pavements by means of the normal heat of a propane type of

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torch. Adhesives, primers or sealers shall not be used prior to the preformed marking application on asphalt concrete and Portland cement concrete pavements.

The preformed markings shall conform to pavement contours, breaks and faults through the action of traffic at normal pavement temperatures. The markings shall have resealing characteristics and be capable of fusing to itself and previously applied worn hydrocarbon and/or alkyd thermoplastic pavement markings.

The preformed markings shall be capable of application on new, dense and open graded asphalt concrete wearing courses during the paving operation in accordance with the manufacturer’s instructions. After application, the markings shall be immediately ready for traffic. The preformed markings shall be suitable for use for one year after the date of receipt when stored in accordance with the manufacturer’s recommendations.

The preformed thermoplastic markings shall not be brittle and must be sufficiently cohesive and flexible at temperatures exceeding 50 degrees F (10 degrees C) for one person to carry without the danger of fracturing the material prior to application.

b. Composition: The retro reflective pliant polymer thermoplastic pavement markings shall consist of a homogeneous mixture of high quality polymeric thermoplastic binders, pigments, fillers and glass beads. The thermoplastic material must conform to AASHTO designation M 249 with the exception of the relevant differences due to the material being supplied in a preformed state.

c. Glass Beads: The markings shall contain 30% glass spheres which shall conform to AASHTO M 247 Type 1, except that glass spheres shall have a minimum of 70% true spheres on each sieve and 80% true spheres overall.

The glass beads must be homogeneously blended throughout the material with a securely bonded protruding exposed layer of beads that provide immediate and continuous retro reflectivity; no additional glass beads shall be dropped on the material during application. Curved arrows must be available without protruding glass beads if reversibility is needed.

d. Retro reflectivity: The preformed marking shall upon application exhibit uniform adequate nighttime retro reflectivity. At 86 degree 30 feet (9.1 m) incidence angle and 1 degree 30 feet (9.1 m) divergence angle, the markings shall have average minimum intensities of 350 mill candelas for white and 175 mill candelas for yellow as measured with a Mirolux retroreflectometer. Using a

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Taber Abraser with an H–18 wheel and a 4.4 ounce (125 g) load, the sample shall be inspected at 200 cycles, under a microscope, to observe the extent and type of bead failure. No more that 15% of the beads shall be lost due to pop out and the predominant mode of failure shall be “wear down” of the beads.

e. Color Characteristics: The thermoplastic material without glass beads shall meet the following:

White Daylight reflectance at 45 degree/ 0 degree of 80% minimum Yellow Daylight reflectance at 45 degrees/ 0 degree of 45% minimum

The daylight reflectance shall not change significantly when the preformed thermoplastic is properly applied to the roadway surface.

For highway use, the white markings shall contain a minimum of 8% by weight of Titanium Dioxide pigment to ensure a color similar to Federal Highway White, Color No. 17886 Standard 595. Yellow color shall reasonably match color chip Number 13538 of Federal Standard number 595 and be lead free.

f. Skid Resistance: The surface of the preformed thermoplastic markings shall provide a minimum skid resistance value of 45 BPN when tested according to ASTM E303.

g. Thickness: The width of the supplied material shall have a minimum average thickness of 90 mils (2.3 mm).

h. Flexibility: The preformed thermoplastic marking material shall have flexibility at 50 degrees F (10 degrees C) such that no cracking occurs in the test sample when a 1 inch by 6 inches (25 mm by 150 mm) sample is bent through an arc of 90 degrees at a uniform rate in 10 seconds (9 seconds per degree) over a one inch (25 mm) mandrel. The sample must be conditioned prior to testing at 50 + 2 degrees F (10 + 0.9 degrees C) for a minimum of four hours. At least two specimens tested must meet the flexibility requirements at 50 degrees F (10 degrees C) for a passing result.

i. Environmental Resistance: The applied markings shall be resistant to deterioration due to exposure to sunlight, water, oil, diesel fuels, gasoline, pavement oil content, and salt and adverse weather conditions.

j. Effective Performance Life: When properly applied, in accordance with the manufacturer’s instructions, the pavement markings shall be neat and durable. The markings shall remain retro reflective and show no fading, lifting, shrinkage, tearing, roll back or other signs of poor adhesion.

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6. Cold Plastic Pavement Markings: This specification covers a white and yellow pre– formed cold plastic reflectorized pavement marking material of a type that is applied to a road surface by an inlaid, pre–coated pressure sensitive adhesive that produces an adherent reflectorized stripe of specified thickness and width and is capable of resisting deformation.

a. Characteristics: The material shall be manufactured without the use of lead– chromate pigments or other, similar, lead–containing chemicals.

Glass beads shall be incorporated to provide immediate and continuing retro reflection. Ceramic skid particles shall be bonded to the top layer to provide a skid–resistant surface.

Preformed word and symbol markings shall conform to the applicable shapes and sizes as outlined in the Manual on Uniform Traffic Control Devices.

The preformed markings shall be capable of being adhered to pavements by an inlaid, pre–coated pressure sensitive adhesive. A surface preparation adhesive may be used to precondition the inlay pavement surface.

The preformed marking film shall mold itself to pavement contours by the action of traffic. Following proper inlay application and tamping, the markings shall be immediately ready for traffic.

b. Composition: The retro reflective pavement marking film shall consist of a mixture of high–quality polymeric materials, pigments and glass beads distributed throughout its base cross–sectional area. A reflective layer of glass beads and a layer of skid–resistant ceramic particles shall be bonded to the top urethane wearing surface. The urethane wear surface shall have a nominal thickness of 0.005 inches (13 mm). The film shall have a pre–coated, shear– resistant, pressure sensitive adhesive.

c. Color: The daytime color of the white film shall provide a minimum initial luminance factor, Y, of 80 and shall conform to the following chromaticity requirements:

WHITE YELLOW X Values Y Values X Values Y Values 0.290 0.315 0.474 0.455 .0310 0.295 0.491 0.435 1.330 0.360 0.512 0.486 0.350 0.340 0.536 0.463

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The daytime color of the yellow film shall provide an initial luminance factor, Y, in a range of 36 to 59 and shall conform to the above chromaticity requirements:

Measurements shall be made in accordance with ASTM E1349, using illuminant “C” and 0/45 (45/0) geometry. Calculations shall be in accordance with ASTM E308 for the 2–degree observer.

d. Reflectance: The white and yellow films shall have the following initial minimum reflectance values as measured in accordance with the testing procedures of ASTM D4061. The photometric quantity to be measured shall be coefficient of retro reflected luminance (RL) and shall be expressed as mill candelas per square foot per foot–candle (mcd–ft–2–fc–1) (mill candelas per square meter per lux (mcd–m–2–lux–1)).

WHITE YELLOW Entrance Angle 86.0° 86.0° 86.5° 86.0° 86.0° 86.5° Observation Angle 0.2° 0.5° 1.0° 0.2° 0.5° 1.0° Retro reflected Luminance RL 700 500 400 410 250 175 (mcd-ft-2-fc-1)

e. Skid Resistance: The surface of the retro reflective films shall provide an initial minimum skid resistance value of 55 BPN as measured by the British Portable Skid Tester in accordance with ASTM E303. The surface of the retro reflective film shall retain an average skid resistance value of 45 BPN, when tested in accordance with ASTM E303, for a period of one year when installed in non– snow removal areas. The 45 BPN minimum value shall be an average of several readings taken in both the wheel track and non–wheel track areas.

f. Tensile Strength and Elongation: The film shall have a minimum tensile strength of 150 lbs. per square inch (7.18 kilopascals) of cross–section when measured in the direction of the length of the roll and tested in accordance to ASTM D638, except that a sample 6 inch x 1 inch (150 mm x 25 mm) shall be tested at a temperature between 70 degrees F and 80 degrees F (21.1 degrees and 26.7 degrees C) using a jaw speed of 10 to 12 inches per minute. The sample shall have a maximum elongation of 50% at break when tested by this method.

g. Reflectivity Retention: The glass beads must be strongly bonded and not be easily removed by traffic wear. Using a Taber Abraser with an H–18 wheel and a 4.4 ounce (125 g) load, the sample shall be inspected at 200 cycles, under a microscope, to observe the extent and type of bead failure. No more that 15% of the beads shall be lost due to pop out and the predominant mode of failure shall be “wear down” of the beads.

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h. Glass Beads: The size, quality and refractive index of the glass beads shall be such that the performance requirements for the markings shall be met. The bead adhesion shall be such that beads are not easily removed when the material surface is scratched.

The film shall have glass bead retention qualities such that when a 2 inches by 6 inches (50 mm by 150 mm) sample is bent over a 1/2 inch (12.7 mm) diameter mandrel, with the 2 inch (50 mm) dimension perpendicular to the mandrel axis, microscopic examination of the area on the mandrel shall show no more than 10% of the beads with entrapment by the binder of less than 40%.

I. Thickness: The film, without adhesive, shall have a minimum thickness of 60 mil (1.55 mm).

7. Lead–Free, Water–Borne Emulsion Based White and Yellow Traffic Paint: The pavement marking paint shall be a rapid dry. The traffic paint shall provide optimum adhesion for glass spheres when both binder and glass spheres are applied in the recommended quantities.

a. Drying Time: When applied at a wet film thickness of 15 mils (38mm) with a top dressing of 6–10 pounds (0.70 – 1.20 kg) of glass spheres per gallon (per liter) of paint and when the pavement temperature is between 50 degrees F and 120 degrees F (4.4 degrees C and 48.9 degrees C) and the relative humidity doesn't exceed 80%, the binder shall dry to a no–tracking condition in a minimum of 20 seconds and a maximum of 60 seconds.

These dry times shall not be exceeded when the paint is applied with specialized equipment so as to have the pigmented binder at a temperature of 150 degrees F to 170 degrees F (65.5 degrees C to 76.7 degrees C) at the spray gun.

The no–tracking condition shall be determined by passing over the applied line in a simulated passing maneuver with a passenger car traveling 35 MPH (56 KPH). There shall be no visual deposition of the paint to the pavement surface when viewed from a distance of 50 feet (15.2 meters). Furthermore, the pigmented binder, without glass spheres, shall dry to no–tracking condition in 180 seconds or less when tested in accordance with ASTM D711.

b. Directional Reflectance: The daylight directional reflectance of white pigmented binder (without glass spheres) shall be not less than 85% relative to magnesium oxide when tested in accordance with Federal Test Method Standard No. 141a, Method 6121. If yellow, after drying shall suitably match color 33538 of Federal Standard 595. The paint for the pavement markings shall contain no lead and/or

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chromium and shall have volatile organic content conforming to the latest Environmental Protection Agency regulations.

In addition, the paint and/or components shall conform to the American Society for Testing Materials (ASTM) as follows:

D93 Standard Test Methods for Flash Point by Pensky Martens Closed Tester D476 Standard Specification for Titanium Dioxide Pigments, Type II Rutile D562 Standard Test Method for Consistency of Paints Using Stormer Viscosimeter D711 Standard Test Method for No–Pick–Up Time of Traffic Paint D768 Standard Specification for Yellow Iron Oxide D868 Standard Test Method for Evaluating Degree of Bleeding of Traffic Paint D969 Standard Test Method for Laboratory Test for Degree of Bleeding of Traffic Paint D1152 Standard Specification for Methanol (Methyl Alcohol) D1199 Standard Specification for Calcium Carbonate Pigments D1210 Standard Test Method for Fineness of Dispersion of Pigment–Vehicle Systems by Hegman–Type Gage D1475 Standard test Method for Density of Paint, Varnish, Lacquer, and Related Products D2243 Standard Test Method for Freeze–Thaw Resistance of Waterborne Coatings D2369 Standard Test Method for Volatile Content of Coatings D2805 Standard Test Method for Hiding Power of Paints by Reflectometry D3723 Standard Test Method for Pigment Content of Water Emulsion by Low Temperature Ashing D3960 Standard Practice for Determining Volatile Organic Content (VOC) of Paints and Related Coatings D4060 Standard Test Method for Abrasion Resistance of Organic Coatings by Taber Abraser D4366 Standard Test Methods for Hardness of Organic Coatings by Pendulum Damping Tests E70 Standard Test Method for pH of Aqueous Solutions With the Glass Electrode E1347 Standard Test Method for Color and Color–Difference Measurement by Tristimulus (Filter) Colorimetry

The paint shall show no cracking, flaking, blistering, appreciable loss of adhesion, softening, coagulation, discoloration, and have a minimum bleeding ratio of 0.97 when tested in accordance with Federal Specification TT–P– 1952B.

The paint shall be capable of dilution with water at all levels without curdling or precipitation such that the wet paint can be readily cleaned up with water only.

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The minimum contrast ratio shall be 0.96 when drawing down with a 0.005 bird film applicator on a 2A Leneta Chart or equal and air–dried for 24 hours. Contrast Ratio = Black/White.

8. Temporary Tape: This specification covers pavement marking tape of two colors, white and yellow, and of two types, Type I and Type II.

Type I–Regular (This type is not required to be easily removable intact.)

Type II–Removable (This type is to be readily removable intact, either manually or with a roll–up device after having been in place through the construction season.)

a. General: This material shall be a pavement striping tape designed to provide reflective delineation under both dry and moderate rainfall conditions. The tape shall consist of glass spheres tightly embedded to a binder; on a conformable backing precoated with a pressure sensitive adhesive. The striping material shall be thin, flexible, formable and following application shall remain conformed to the texture of the pavement surface. The tape shall be furnished in the color and type designated on the Plans or in the contract. The markings shall be precoated with a pressure sensitive adhesive and shall be capable of being adhered to asphalt concrete or Portland cement concrete in accordance with manufacturer's instructions without the use of heat, solvents or other additional adhesive means, and shall be immediately ready for traffic after application. The adhesive shall not require a liner or release paper. The striping material shall have a uniform appearance, free from cracks and the edges shall be true, straight and unbroken. The material shall be weather resistant and show no appreciable fading, lifting or shrinkage when applied in accordance with the manufacturer's recommendations.

b. Color and Daylight Reflectance: The daylight reflectance (ASTM E1347) of white shall be not less than 70%. The color of yellow shall be within the red and green tolerance limits of the Highway Yellow Color Tolerance Chart issued by the U.S. Department of Transportation.

c. Dimensions: The width and length shall be as shown on the Plans or in the contract. The material shall be available in rolls and there shall be no more than three splices per 50 yards (45.7 m) of length.

d. Packaging: The material shall be packaged in accordance with accepted commercial standards and when stored under normal conditions, shall be suitable for use for a period of at least one year after purchase.

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e. Adhesion: The material shall adhere to asphalt and concrete surfaces when applied according to manufacturer's recommendations at surface temperatures above 50 degrees F (10 degrees C) and shall be immediately ready for traffic following application.

f. Removability: Type II tape shall be removable from asphalt and Portland cement concrete intact or in large pieces, either manually or with a roll–up device, at temperatures above 40 degrees F (4.5 degrees C) without use of heat, solvents, grinding or blasting.

g. Reflection: The white and yellow material shall be retro reflective, reflecting white or yellow respectively and shall be readily visible at night when viewed with automobile headlamps using high beams from a distance of at least 300 feet (91.4 m).

h. Durability: Type Il material shall maintain adhesion, show no alligatoring, show no signs of pulling apart, and shall suffer no more than a 25% loss of beads, sand and grit when subjected to 30, 000 revolutions on a small–wheel circular track as described in ASTM E660, with the following variations or exceptions:

1) Two opposite wheels mounted with Goodyear 3.40–5 NHS Industrial Rib tires shall be used with a total load of 51.5 pounds (23.4 kg) on each tire. Tire air pressure shall be maintained at 25 pounds (11.3 kg). The wheels shall be mounted perpendicular to the specimens and toed out 2° to produce a slight abrading action.

2) Specimens shall be applied to 6 inch (150 mm) diameter dense graded bituminous concrete surface which has been compacted at 3000 psi (20.7 MPa) for two minutes. After application, the specimens shall be allowed to cure at least 16 hours before beginning the test.

i. Prequalification: Manufacturers interested in prequalifying material under this specification shall submit 20 linear feet (6 linear meters) of each color to the Engineer, and shall comply with the provisions of Paragraph 2307.4.

9. Epoxy: This specification is for the application of epoxy resin and glass beads as reflective pavement markings on Portland cement concrete or bituminous pavements. The epoxy resin material shall be toxic heavy metal free, two– component, 100% solids, and shall be formulated and tested to perform as a pavement marking material with glass spheres applied to the surface. The two components are an epoxy resin and an amine curing agent. The contractor shall provide complete manufacturer’s specifications and material safety data sheets to the Engineer for all material furnished.

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a. Characteristics: The material shall not exude toxic fumes when heated to application temperature. The material which, when mixed in the proper ratio and applied at 0.14 mil (500 μm) wet film thickness at 74.8 degrees F (23.8 degrees C) with the proper saturation of glass beads, has a no–tracking time of less than 40 minutes for slow curing material and less than 10 minutes for rapid curing material. The material shall be capable of fully curing under a constant surface temperature of 32 degrees F (0 degrees C) or above.

10. Properties of Cured Material:

a. Color: Provide white which complies with Federal Standard 595 17875. Provide yellow which matches the standard shade within the red and green tolerance limits when compared with the Highway Yellow Color Tolerance chart available from the U.S. Department of Transportation, Washington, D.C. (Federal Standard 595 13538).

b. Abrasion Resistance: 0.0028 ounces (80 mg) maximum loss when tested at 30 + 1.5 mils (750 + 38 μm) and a 72 hour cure and with a CS–17 wheel under a load of 2.2 lbs. (1000 grams) for 1000 cycles

c. Hardness: Shore D hardness of 75 minimum.

d. Adhesion to Concrete: When catalyzed, has such a high degree of adhesion to the specified concrete surface that there is a 100% concrete failure. Apply the material at a film thickness of 15 + 1.5 mils (375μm + 38μm) to concrete with a minimum compressive strength of 4061 psi (28 MPa). Allow the material to cure for 72 hours at 77 degrees F (25 degrees C) before the test is performed.

e. Yellowness Index: White only. Value after 72 hours in QUV – 30 maximum when tested at 15 ± 1.0 mils (375μm + 25μm) and a 72 hour cure.

f. Field Evaluation: Field test materials at AASHTO NTPEP regional test facilities, which include both hot and cold weather conditions and are a minimum of six months in duration.

11. Glass Beads For Drop–On Application (double drop system):

a. For the first drop, furnish large beads, which are compatible with the epoxy system, and comply with AASHTO M 247 except with the following gradation (FP–96, Type 4):

Sieve Size Percent Passing No. 10 (2.00 mm) 100 No. 12 (1.70 mm) 95-100

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No. 14 (1.40 mm) 80-95 No. 16 (1.18 mm) 10-40 No. 18 (1.00 mm) 0-5 No. 20 (850 mm) 0-2

b. For the second drop, furnish regular beads which are specifically manufactured to be compatible with the epoxy system, and which comply with the requirements of AASHTO M247, Type 1.

c. Both types of beads are to be coated with a moisture resistant coating and an adhesion promoting coating which is compatible with the epoxy system.

12. Test Methods:

a. Adhesion to Concrete ACI 503, Appendix A.1

b. Hardness ASTM D2240

c. Abrasion Resistance ASTM C501

13. Prequalification:

a. Manufacturers interested in prequalifying material under this specification must comply with the provisions of Paragraph 2307.4 and shall provide a one liter sample of each color plus one liter of hardener to the Engineer for laboratory testing. Also include a copy of the quality control test report for each lot of material, an infrared spectroscopy analysis for each component if available, material safety data sheets and a complete set of installation recommendations and instructions. Forward an official copy of the AASHTO NTPEP test report along with evidence that the product in reference is identical to that submitted for prequalification.

b. The material will be evaluated for compliance with all requirements of this specification, and the manufacturer will be notified of the results. Both component A and component B will be analyzed and "fingerprinted" using infrared spectroscopy for use in screening future verification samples to ensure that materials submitted for use are of an identical formulation as originally approved.

c. Verification testing: The Engineer will take a one liter verification sample of Part A and Part B of the epoxy from one lot of each color per project. Send the samples to the engineer for testing and evaluation. Lots previously tested will be exempted from testing and may be exempted from sampling if coordinated with the engineer. Samples may be tested using infrared spectroscopy and testing

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as necessary. Deviations as determined by comparison with the prequalification sample will be cause for removal from the prequalified list. The Engineer may also take a 0.5 gallon (2 liter) sample of each type of glass bead used on the project. Forward all samples to the engineer for verification testing.

H. Method of installation:

1. The proposed permanent markings shall be laid out by the Contractor as shown on the plans. Markings shall not be applied until the layout and conditions of the surface have been approved by the Engineer. If a paint line is used for layout purposes (in lieu of a chalk line or string line) the paint line shall not be wider than 1/2 inch (16.5 mm) in width. If wider, the paint shall be removed following the application of the final permanent marking. New markings shall match existing markings as applicable in areas abutting existing road surfaces. The surface shall be dry and all dust, debris, oil, grease, dirt, temporary markings and other foreign matter shall be removed from the road surface prior to the application of the permanent marking material. The Contractor shall be responsible for keeping traffic off freshly applied markings until they have set sufficiently to bear traffic. Traffic control is the responsibility of the Contractor and shall conform to the MUTCD. Failure to comply with traffic control guidelines will result in the Pavement Marking Contractor being directed to stop operations and leave the site until proper and approved traffic control has arrived and put in place on site.

2. Temporary pavement markings shall be installed the same day that the existing pavement markings are damaged, removed or covered up prior to lane opening. Temporary pavement markings shall be installed using the same cycle length as the permanent markings and be at least 2 feet (600 mm) long. Double yellow markings shall be used for temporary centerline and single white markings shall be used for temporary lane lines on four lane roadways. Single yellow markings shall be used for temporary centerline on two lane roadways as directed by the engineer. Half–cycle lengths with a minimum of 2 foot (600 mm) stripe and 10 foot (3.05 m) gap should be used on roadways with severe curvature.

a. Glass Spheres: The drop on glass beads shall be applied at a rate of eight to ten pounds per 100 square feet (3.6 to 4.5 kg per 9.3 square meters).

b. Thermoplastic Pavement Markings: Thermoplastic material shall readily apply to the pavement at temperatures of 400 – 425 degrees F (204 – 218 degrees C) from approved equipment to produce an extruded line that shall be continuous and uniform in shape having clear and sharp dimensions. Application temperatures shall not exceed 450 degrees F (232 degrees C).

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Thermoplastic may be used for cross walks and stop bars as specified under the conditions described herein. The thermoplastic markings shall be applied to the pavement surface in a molten state by mechanical means with surface application of glass spheres, and upon cooling to normal pavement temperature, produce an adherent retro–reflectorized stripe of specified thickness and width and capable of resisting deformation.

1) Equipment: The equipment used to install the thermoplastic shall be as follows:

a) A self–propelled machine is required in order to fulfill the timing needs of the marking installation for longitudinal lines.

b) If thermoplastic is used for transverse lines, i.e., crosswalks and stop lines, a push cart shall be used according to the following requirements: Only one pass with the thermoplastic pavement marking equipment shall be allowed in order to provide the required line width according to the plans. Multiple passes of narrower lines with overlaps to provide the required width shall not be allowed unless otherwise approved by the inspector after review of a test strip installation. If approved, the contractor shall be required to heat the seam with a torch and feather the overlapped material with a putty knife. Liquid thermoplastic shall not be used for word or symbol markings.

c) Constructed to provide mixing and agitation of the materials. Conveying parts between the main material reservoir and the shaping die shall be constructed as to prevent accumulation and clogging.

d) Constructed so that mixing and conveying parts up to and including the shaping die will maintain the materials at a temperature not less than 400 – 450 degrees F (204 – 232 degrees C). To assure that the material does not fall below the minimum temperature, the shaping die shall be heated by means of a gas–fired infrared heater or a heated, oil–jacketed system.

e) Constructed as to insure continuous uniformity in the dimensions of the stripe. The applicator shall provide a means for cleanly cutting off square stripe ends and shall provide a method of applying “skip” lines. The equipment shall be constructed to be able to provide for varying die widths and to produce varying widths of traffic markings. The use of pans, aprons, or similar appliances with die overruns will not be permitted.

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f) All conditions apply as stated above for material temperatures, line definition and workmanship when a hand pushcart is used for cross walks. The Inspector will verify measurement.

g) Equipped with a special kettle for melting and heating the material shall be provided. The kettle shall be equipped with a thermostat so that heating can be done by controlled heat transfer liquid rather than by direct flame so as to provide positive temperature control and prevent overheating of the material.

h) Constructed for a nominal application of 90 – 125 mil (2.3 – 3.2 mm) thickness.

i) The heater and applicator shall be so equipped and arranged as to meet the requirements of the National Board of Fire Underwriters of the National Fire Protection Association, of the state, and of the local authorities.

j) Equipped with an automatic glass bead dispenser attached to the striping machine in such a manner that the beads are dispensed almost instantaneously upon the installed line. The glass bead dispenser shall be equipped with an automatic cut–off control synchronized with the cut– off of the thermoplastic material.

k) The equipment shall be arranged as to permit preheating of the pavement immediately prior to application of the thermoplastic material, if preheating is recommended by the thermoplastic manufacturer.

l) The applicator shall be capable of containing a minimum of 1000 pounds (453.6 kg) of molten material (not applicable for hand–liner use).

m) The applicator shall be mobile and maneuverable to the extent that straight lines can be followed and normal curves can be made in a true arc.

n) `The Contractor’s striper shall be equipped with electrical foot (meter) counters. The counters shall individually tabulate the length of line applied by each gun whether solid or dashed. The Contractor shall determine the accuracy of the foot (meter) counters and establish an adjustment factor as required to determine the pay item quantities. The foot (meter) counters shall be periodically checked to assure accurate measurements. No thermoplastic shall be applied without the accurate

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operation of the foot (meter) counters. The Contractor shall provide the Engineer with a certified document on these calibrations.

2) Application Over Existing Markings:

a) Existing thermoplastic markings on asphalt road surfaces may be over laid with thermoplastic material providing that the existing markings (thermoplastic) are less than 30 mils (760 μm) thick, and are securely bonded to the substrate. If the thermoplastic is greater than 30 mils (760 μm), or not securely bonded to the substrate, then it shall be ground to 30 mils (760 μm), or removed completely if not securely bonded to the road.

b) Existing solvent based paint on asphalt road surfaces may be over laid with thermoplastic provided that more than 75% of the road surface is exposed, and there is no more than a single coat of paint on the remaining unexposed area. If more than one layer of paint exists, the paint is not securely anchored to the substrate, or there is less than 75% of the road surface exposed, then the paint must be thoroughly removed.

c) All existing polyester, epoxy, or other type pavement marking paints on asphalt or concrete road surfaces must be completely removed from all road surfaces prior to the installation of thermoplastic material.

3) Application Temperatures: To insure optimum adhesion, the pavement and ambient air temperature shall be 50 degrees F (10 degrees C) and rising. The thermoplastic material shall be applied in a melted state at a temperature of 400 – 425 degrees F (204 – 218 degrees C). The temperature of the material within the shaping dies shall be maintained at the manufacturer’s recommendations for application temperatures, but in no case shall the temperature fall below 400 degrees F (204 degrees C) or exceed 450 degrees F (232 degrees C).

The material shall not break down or deteriorate if held at the plastic temperature for a period of four (4) hours or by reason of three (3) reheatings to the plastic temperature (400o F to 450o F).

Where manufacturer’s application temperatures differ from those as specified, the manufacturer’s temperatures shall apply upon approval of the Engineer.

4) Line Quality: The finished lines shall have well defined edges and be free of waviness. Pavement marking lines shall be straight or of uniform curvature

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and shall conform with the tangents, curves, and transitions as specified in the pavement marking standards and/or as directed by the Inspector.

5) Line Thickness: The minimum thickness of the lines as viewed from a lateral cross section shall be not less than 90 mil (2.4 mm) near the edges, or less than 125 mil (3.2 mm) at the center. Drop–on glass beads shall not be included in the measurement, or if so, then appropriate allowances shall be made for the added mil thickness. A device for gauging the installed material thickness shall be furnished to the City Inspector as requested for use on the project. The gauge shall be easy to read and shall readily indicate excessive variations.

6) Clean Up: The Contractor shall be responsible for removing all pavement markings material spilled upon the roadway surface or adjoining area. The Contractor shall use methods acceptable to the Engineer/Inspector for removing the spilled material.

7) Line Repair: Any pavement marking which is crossed by a vehicle and tracked shall be replaced and any subsequent marking made by the vehicle shall be removed by methods acceptable to the Inspector at NO additional cost to the City.

3. Preformed Thermoplastic Pavement Markings: The markings shall be applied in accordance with the manufacturer’s recommendations on clean and dry surfaces.

a) Asphalt: The materials shall be applied using the propane torch method recommended by the manufacturer. The material must be able to be applied at ambient and road temperatures down to 32 degrees F (0 degrees C) without any preheating of the pavement to a specific temperature. The pavement shall be clean, dry and free of debris and oil or grease residue.

1) At temperatures below 50 degrees F (10 degrees C), the preformed thermoplastic pavement markings shall be kept as warm as possible to maintain flexibility.

2) Remove pavement surface moisture by holding a propane torch approximately 6 inches (150 mm) above the section of asphalt using a continuous circular motion.

3) Heat the pavement with the torch upon placing the material to a temperature of 200 degrees F (93 degrees C) for 90 mil (2.3 mm), and up to 300 degrees F (149 degrees C) for 125 mil (3.2 mm) materials.

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4) Immediately after the road surface has been properly preheated, position the material with exposed bead side up and heat. 5) Position the torch approximately 12 inches (305 mm) over the marking so the flame is extended and heat is evenly applied moving the torch in a circular motion across the marking. When the correct temperature of the marking has been reached, it will turn slightly darker or pale yellow if the material is white. Over heated or burned material shall be removed. 6) After the entire material section has been heated and bonded to the pavement, re–heat the perimeter of the marking and the road surface to bond the edges. 7) If installing reversible arrows, which do not contain a top coating of glass beads, the glass spheres shall be hand applied on the molten material.

8) Feather the leading edge of the pavement marking with a putty knife or bevel with the torch. Leading edges are any edge that would be susceptible to snow plow blades approaching from the direction of normal travel.

9) After cooling, use a putty knife to attempt to remove a portion of the material. The material shall not pry off without asphalt embedded to the underside.

b) Concrete: New concrete surfaces must be sandblasted to entirely remove curing compound. The same application procedure shall be used as described for asphalt pavements. However, a compatible primer sealer may be applied before application to assure proper adhesion.

c) Chip Seal Surfaces: The same application procedure shall be used as described for asphalt pavements. However, exposed aggregate should be removed where the preformed thermoplastic pavement marking is to be applied.

4. Cold Plastic Pavement Markings: The Contractor shall furnish and install white and yellow permanent retro–reflectorized cold preformed plastic pavement marking material at the location shown on the plans, in conformance with the details and material specifications included herein.

The cold plastic markings shall consist of a homogeneous, extruded, prefabricated material of specified thickness and width which shall contain reflective glass spheres uniformly distributed through–out the cross–section, and shall be applied only to concrete pavement surfaces by means of an approved inlaid grinding process with pre–coated adhesive and pressure.

a) Contractor’s personnel: It is important that the contractor’s personnel be completely knowledgeable of all application requirements and procedures prior to product application. It is the responsibility of the contractor to contact the

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supplier of the cold plastic material if questions regarding application procedures or conditions arise.

b) Prequalification: Manufacturers may be required to supply a 3 sq. ft. (0.28 sq. m.) sample of each color for laboratory testing, and must comply with Paragraph 2307.4.

c) Procedure: This procedure explains how to apply tape to concrete surfaces only. Apply the tape according to manufacturer’s instruction in conjunction with an approved inlaid grinding method. d) Road conditions: It is recommended that the tape be installed as soon as practical following tape manufacturer instructions.

1) Cold plastic pavement markings shall be inlaid by an approved grooving process into concrete pavement surfaces. Cold plastic will not be allowed on asphalt pavement surfaces whether inlaid into hot asphalt or existing asphalt surfaces. Grooving the pavement surface allows preformed pavement marking tape to better adhere by creating a fresh surface. Grooving also produces a lower profile marking by embedding the tape into the pavement surface, which helps protect the tape from snowplow damage.

e) The cutting head shall consist of diamond tipped cutting blades “gang stacked” 0.25 inches to 0.50 inches (6 mm to 13 mm) wide. The spacers between each blade must be such that there is less than a 10 mil (.254 mm) raise in the finished groove between the blades. Water–cooling the blades may be necessary for long line grooving.

f) The groove width shall be equal to the tape width plus 1 inch + 1/8 inch (25 mm + 3.2 mm). The depth of the groove shall be 75% of the tape thickness + 15%. For series 420, 60 mil (1.5 mm) tapes, the groove shall be 45 mils + 10 mils or 0.05 inch + 0.01 inch (1.25 mm + 0.25 mm). The bottom of the groove should have a smooth, flat surface. If a coarse tooth pattern is present, increase the number of blades and decrease the thickness of the spacers between the blades on the cutting head. If water–cooling is used, flush the groove immediately after grooving to clean the surface.

g) Clean the surface of the road and the groove using a broom and/or high– pressure air blower. If either of these methods fail to clean the road surface, then high–pressure water wash shall be used. Road surface, including the surface of the groove must be dry and all dust, dirt, debris, oil, grease and foreign material removed before applying tape. If using water–cooling to groove, the groove must be completely dry prior to tape application.

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5. Tape Application: If there is a crack in the pavement, or if the tape is to be applied over a bridge expansion joint, manhole or utility box, lay the tape over the crack joint or fitting, then cut the tape 1 inch (2.54 cm) away from the crack or joint on each side. Apply the required surface preparation adhesive and allow to dry completely (5–10 minutes at 70 degrees F (21 degrees C), but not over 30 minutes.

6. Tamping: Tamp the tape thoroughly with a tamping cart with a minimum 200 pound (90 kg) load, three times back and forth (six passes) over each part of the tape. Start in the center of the marking and work out to the edges removing any trapped air.

7. Do not twist or turn the tamper cart on the tape

8. Make six passes (three passes back and forth) over each part of the tape (tamping is very important)

9. Make sure all edges are firmly adhered

10. Application Conditions

a) Air temperature 60 degrees F (15.5 degrees C) and rising

b) Surface temperature 70 degrees F (21.1 degrees C) and rising

c) Overnight air temperature 40 degrees F (4.4 degrees C) the night before tape application

d) Pavement surface must be clean and dry. No rainfall should occur within 24 hours prior to application

e) Butt splices must be used; do not overlap tape ends

f) Traffic must be kept off of pavement surfaces coated with a surface preparation adhesive prior to tape application (follow manufacturer’s instruction regarding the use of surface preparation adhesive)

11. Surface moisture: Cold preformed plastic tapes will not adhere if moisture is present. Therefore, road surfaces must be dry and above the minimum required temperature for application of all tapes. If rainfall occurs within 24 hours prior to application, a surface moisture test (plastic wrap or roofing paper method as approved by the inspector) must be performed and approval obtained from the inspector. The groove must be visibly dry for a minimum of two hours prior to

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application. A moisture test shall be completed after the two–hour drying time to ensure no presence of moisture.

I. Pavement Marking Paint: The Contractor shall furnish and install white and yellow retro–reflectorized pavement marking paint material at the location shown on the plans, in conformance with the details and material specifications included herein.

1. The wet thickness and dry thickness of the pavement marking paint shall not be less than 15 mils (0.4 mm) and 12 mils (0.3 mm), respectively without glass beads.

2. Glass beads shall be applied uniformly over the entire length of line at the rate of 6 to 10 lbs. per gallon (0.70 – 1.20 kg per liter) of paint.

3. The gun tip shall be oriented perpendicular to the centerline to ensure that the beginning and ends of all lines are perpendicular to the centerline and not skewed.

4. The equipment shall be maintained such that the needle can be fully closed when shut as to ensure square cut lines at the beginning and ends.

J. Epoxy Pavement Marking: The Contractor shall furnish and install white and yellow epoxy markings at the location shown on the plans, in conformance with the details and material specifications included herein.

1. Equipment:

a. Use equipment that is capable of spraying both yellow and white epoxy in the manufacturer's recommended proportions. Provide equipment that call place stripes on the left and right sides, and place two lines simultaneously with either line in a solid or intermittent pattern in yellow or white. All guns must be in full view of operators at all times. If words, symbols, crosswalks, cross–hatching and stop bars are to be of epoxy resin material, equip the truck with a hand spray wand for such application. Mount the equipment on a truck of sufficient size and stability, and with an adequate power source, to produce lines of uniform dimension and prevent application failure. Provide equipment with metering devices to register the accumulated volume dispensed for each material, each day. Additionally, provide individual pressure gauges, clearly visible to the operator, for each pump used.

b. Provide equipment with two glass bead dispensers (double drop system) that uniformly distributes the glass beads to the surface of the epoxy pavement marking at a rate of at least 25 pounds per gallon (3 kilograms per liter). Glass beads may be applied by a pressure gun or controlled free fall.

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2. Contractor's Personnel: Assure that at least one employee on the project when pavement markings are being applied holds an American Traffic Safety Services Association (ATSSA) pavement marking certification.

3. Surface Preparation:

a. On existing pavements, remove the existing pavement markings in accordance with Section 822 of the Standard Specifications. Remove the existing markings and prepare the surface according to the manufacturer's recommendations (for the type of markings being installed).

b. On new Portland cement concrete pavement (PCCP), use shot blasting to remove curing compounds and laitance from the surfaces to which the pavement marking will be applied. Prepare the surfaces of new concrete bridge decks the same as new PCCP.

c. On all pavements, THOROUGHLY remove all dirt, grit, grease, grime, vegetable matter, residue of prior pavement marking application (including such adhesives or primers that may have been used in their application), and any other foreign matter from the roadway surface prior to the application of epoxy pavement markings.

4. Alignment: All layout required in the construction of the pavement marking is the responsibility of the Contractor. Lay out the pavement marking as detailed on the Plans. When the Plans do not provide details, submit a layout plan (conforming to the requirements of the Manual on Uniform Traffic Control Devices (MUTCD)) for the pavement markings to the Engineer for approval. Normally locate longitudinal pavement marking stripes 2 inches (50 mm) from existing longitudinal joints. Provide adequate guide marks (approximately 2 inches (50 mm) by 6 inches (150 mm) at approximately 30 to 50 ft. (10 to 15 m) intervals) for the application of the pavement markings.

5. Pavement Marking Application:

a. When no traffic is present, and for edgelines under any condition of traffic, a slower curing epoxy material (40 minutes) may be used. When the application is taking place under traffic, use a fast setting (10 minutes) epoxy material for center lines and skip lines.

b. Apply the epoxy material closely behind the cleaning procedure.

c. Provide the Project Engineer with a copy of the manufacturer's application instructions. Apply the epoxy pavement markings in accordance with the

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manufacturer's recommendations. In the absence of manufacturer's recommendations, apply the markings when the ambient and pavement surface temperatures are 50 degrees F (10 degrees C) and rising. Cease pavement marking operations when the ambient or the pavement surface temperature drops to 50 degrees F (10 degrees C).

d. Before mixing the components of the pavement marking material, heat the individual components to the temperature ranges recommended by the manufacturer of the material. Avoid exceeding the maximum recommended temperature at any time.

e. Apply the epoxy pavement marking material at a thickness of 20 mils ± 0.2 mils (500 μm ± 50 μm) on asphalt and PCCP. Immediately apply the glass beads to the epoxy pavement marking at the rate of 25 pounds per gallon (3 kilograms per liter) of epoxy, equally divided between the large and regular bead gradations. Apply the large beads on the first drop and the regular beads on the second.

K. Method of Removal: Temporary pavement markings on milled surfaces scheduled to be overlaid do not have to be removed prior to performing the overlay. Permanent pavement markings installed on new asphalt surfaces shall be removed without structurally damaging the pavement or scarring the surface. The method of pavement marking tape removal shall be by a high pressure water blast method, a low pressure water and sand blast method, a steel shot blast method, or burning method. Grinding or black paint covering shall not be allowed on new pavement surfaces.

L. Performance Measures:

1. Thermoplastic and aggressive bond thermoplastic performance measures.

a. Lack of specified thickness: The full unit price bid per foot (meter) shall be withheld if lack of thickness is found more than three (3) times per 1 mile (1.6 km), or project if less than 1 mile (1.6 km) in length. Each line shall be checked a minimum of six (6) times per 1 mile (1.6 km), or project if less than 1 mile (1.6 km) in length.

b. Lack of specified width: Payment shall be made with penalty being equal to 25% of the unit price bid per foot (meter) for each 1/4 inch (6.4 mm) of width lacking not to exceed 100% of the unit price bid per foot (meter) for the length of the line less than specified width. Penalty shall be imposed upon the first occurrence and every occurrence thereafter.

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c. Lack of specified length/cycle: Payment shall be made with penalty being equal to 25% of the unit price bid per foot (meter) for each 1 inch (50 mm) of length lacking or exceeding the specified length for broken lane line and/or broken center line not to exceed 100% of the unit price bid per foot (meter) for the length of the line less than specified length. Penalty shall be imposed upon the first occurrence and every occurrence thereafter.

d. Lack/Excess of Surface Beads or Improper Application: The full unit price bid per foot (meter) shall be withheld for each lineal foot (meter) of material with inappropriate application rate of the surface glass beads. The same penalty shall apply if the beads are not evenly disbursed across and along a line or if the beads imbed improperly. This penalty shall be imposed for each instance that the Contractor fails to take corrective action after one warning by the Engineer.

e. Bell ends: The full unit price bid per foot (meter) shall be withheld for wide “bell” ends greater in length than 2 inches (50 mm). This penalty shall be for the full 6 feet (1.8 m) of a lane line or broken centerline or for no more than 6 feet (1.8 m) of a long line.

f. Lack of adhesion: The full unit price bid per foot (meter) shall be withheld for 3 feet (1 meter) for each occurrence if found more than three (3) times per 1 mile (1.6 km), or project if less than 1 mile (1.6 km) in length.

g. Line Deviation: A line that in the judgment of the Engineer deviates from the specified layout by an unreasonable amount shall be replaced. The Contractor shall be responsible for removal of the deviated marking material/repair of the pavement as designated by, and to the satisfaction of, the Engineer at no additional compensation.

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h. Pitted Line: The full unit price bid per foot (meter) shall be withheld for each pit greater than 10 feet m (3.05 m) in length.

i. Gaps in Line or Crumbly Edges: The full unit price bid per foot (meter) shall be withheld for the entire length of the portion of any line receiving less than the required amount of thermoplastic material. This penalty shall be imposed when the Contractor fails to correct line quality after the second warning within 1 mile(1.6 km), or project if less than 1 mile (1.6 km) in length.

j. Rough Line Surface: The full unit price bid per foot (meter) shall be withheld for the entire length of the portion of any line with a rough or “burlap” surface. Penalty shall be imposed upon the first occurrence and every occurrence thereafter.

k. Excessive Dripping between Lines: The full unit price bid per foot (meter) shall be penalized for the length of any dribbled open space between broken lines that is not removed to the satisfaction of the Engineer before leaving the project site that work day. Penalty shall be imposed upon the first occurrence and every occurrence thereafter.

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l. Swollen Line of Excessive Width: The full unit price bid per foot (meter) shall be penalized for swollen lines in excess of the specified width.

m. Smeared Line Edges: Fifty (50) percent of the unit price bid per foot (meter) shall be penalized for each occurrence of a length greater than 15 feet (4.6 m).

n. Wavy Line: The full unit price bid per foot (meter) shall be withheld for the entire length of waviness in a line caused by poor operation by the driver/operator of the application equipment. Penalty shall be imposed from the first occurrence.

o. Work Outside the Scope/Limits of Project: Payment for all pavement marking work performed shall be withheld in full until the Contractor:

1) removes all pavement marking material placed outside the scope/limits of the project, and

2) repairs the pavement surface as directed by and to the satisfaction of the Engineer.

2. Preformed Thermoplastic Installation Performance Measures

a. Lack/Excess of Surface Beads or Improper Application: The full unit price bid per foot (meter) shall be withheld for each lineal foot (meter) of material or per

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each for symbol markings with inappropriate application rate of the surface glass beads. The same penalty shall apply if the beads are not evenly disbursed across and along a line or if the beads imbed improperly. This penalty shall be imposed for each instance that the Contractor fails to take corrective action after one warning by the Engineer.

b. Lack of adhesion: The full unit price bid per foot (meter) or per each for symbol markings shall be withheld for 3 feet (1 meter) for each occurrence if found more than three (3) times per 1 mile (1.6 km), or project if less than 1 mile (1.6 km) in length.

c. Line Deviation: A line that deviates from the specified layout by an unreasonable amount shall be replaced. The Contractor shall be responsible for removal of the deviated marking material/repair of the pavement as designated by, and to the satisfaction of, the Engineer at no additional compensation.

d. Wavy Line: The full unit price bid per foot (meter) shall be withheld for the entire length of waviness in a line caused by poor workmanship and/or application procedures. Penalty shall be imposed from the first occurrence.

e. Gaps Between Successive Lines: Successively placed lines that contain gaps as specified by an unreasonable amount shall be replaced. The Contractor shall be responsible for removal of the deviated marking material /repair of the pavement as designated by, and to the satisfaction of, the Engineer at no additional compensation.

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f. Burned or Discolored Markings: Fifty (50) percent of the full unit price bid per foot (meter) shall be withheld for each lineal foot (meter) of material or per each for symbol markings which shows signs of burning or discoloration due to prolonged application of the torch. This penalty shall be imposed for each instance that the Contractor fails to take corrective action after one warning by the Engineer.

g. Work Outside the Scope/Limits of Project: Payment for all pavement marking work performed shall be withheld in full until the Contractor:

1) removes all pavement marking material placed outside the scope/limits of the project, and

2) repairs the pavement surface as directed by and to the satisfaction of the Engineer. 5 mm (3/16")

3. Cold plastic installation performance measures

a. Lack of adhesion: The full unit price bid per foot (meter) shall be withheld for 3 foot (1 meter) for each occurrence if found more than three (3) times per 1 mile (1.6 km), or project if less than 1 mile (1.6 km) in length.

b. Line Deviation: A line that in the judgment of the Engineer deviates from the specified layout by an unreasonable amount shall be replaced. The Contractor shall be responsible for removal of the deviated marking material/repair of the pavement as designated by, and to the satisfaction of, the Engineer at no additional compensation.

c. Gaps Between Successive Lines: Successively placed lines that contain gaps as specified by an unreasonable amount shall be replaced. The

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Contractor shall be responsible for removal of the deviated marking material/repair of the pavement as designated by, and to the satisfaction of, the Engineer at no additional compensation.

d. Invalid Groove Quality: The full unit price bid per foot (meter) shall be withheld for the entire length of line that does not meet the requirements for depth of the inlaid material or for a groove that displays a coarse tooth pattern bottom that is not conducive to complete adhesion of the marking material. Penalty shall be imposed form the first occurrence 5 mm (3/16") 5mm (3/16")

e. Wavy or Misaligned Line: The full unit price bid per foot (meter) shall be withheld for the entire length of waviness caused by poor operation by the driver/operator of the grooving /installation equipment or for any misalignment in the material installed within the inlaid groove. Penalty shall be imposed from the first occurrence.

f. Work Outside the Scope/Limits of Project: Payment for all pavement marking work performed shall be withheld in full until the Contractor:

1) removes all pavement marking material placed outside the scope/limits of the project, and

2) repairs the pavement surface as directed by and to the satisfaction of the Engineer and the local entity, if different from the Engineer.

4. Pavement marking paint and epoxy installation performance measures

a. Lack of specified thickness: The full unit price bid per foot (meter) shall be withheld if lack of thickness is found more than three (3) times per 1 mile (1.6 km), or project if less than 1 mile (1.6 km) in length. Each line shall be

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checked a minimum of six (6) times per 1 mile (1.6 km), or project if less than 1mile (1.6 km) in length.

2. Lack of specified width: Payment shall be made with penalty being equal to 25% of the unit price bid per foot for each 1/4 inch (6.4 mm) of width lacking not to exceed 100% of the unit price bid per foot (meter) for the length of the line less than specified width. Penalty shall be imposed upon the first occurrence and every occurrence thereafter.

3. Lack of specified length/cycle: Payment shall be made with penalty being equal to 25% of the unit price bid per foot (meter) for each 1 inch (50 mm) of length lacking or exceeding the specified length for broken lane line and/or broken center line not to exceed 100% of the unit price bid per foot (meter) for the length of the line less than specified length. Penalty shall be imposed upon the first occurrence and every occurrence thereafter.

4. Lack/Excess of Surface Beads or Improper Application: The full unit price bid per foot (meter) shall be withheld for each lineal foot (meter) of material with inappropriate application rate of the surface glass beads. The same penalty shall apply if the beads are not evenly disbursed across and along a line or if the beads imbed improperly. This penalty shall be imposed for each instance that the Contractor fails to take corrective action after one warning by the Engineer.

5. Pointed Ends: The full unit price bid per foot (meter) shall be withheld for pointed ends. This penalty shall be for the full 6 feet (1.8 m) of a lane line or broken centerline or for no more than 6 feet (1.8 m) of a long line.

6. Skewed Ends: The full unit price bid per foot (meter) shall be withheld for skewed ends. This penalty shall be for the full 6 feet (1.8 m) of a lane line or broken centerline or for no more than 6 feet (1.8 m) of a long line.

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7. Line Deviation: A line that in the judgment of the Engineer deviates from the specified layout by an unreasonable amount shall be replaced. The Contractor shall be responsible for removal of the deviated marking material/repair of the pavement as designated by, and to the satisfaction of, the Engineer at no additional compensation.

8. Excessive Dripping between Lines: The full unit price bid per foot (meter) shall be penalized for the length of any dribbled open space between broken lines that is not removed to the satisfaction of the Engineer before leaving the project site that work day. Penalty shall be imposed upon the first occurrence and every occurrence hereafter.

9. Wavy Line: The full unit price bid per foot (meter) shall be withheld for the entire length of waviness in a line caused by poor operation by the driver/operator of the application equipment. Penalty shall be imposed from the first occurrence.

10. Non–Uniform Thickness: The line shall be uniform thickness across the entire cross section of the line with well–defined edges. Heavy inner thickness and thin edges or vice–versa will not be accepted. The full unit price bid per foot (meter) shall be withheld for lines that are not of uniform thickness. Penalty shall be imposed from the first occurrence.

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11. Work Outside the Scope/Limits of Project: Payment for all pavement marking work performed shall be withheld in full until the Contractor:

a) removes all pavement marking material placed outside the scope/limits of the project, and

(b) repairs the pavement surface as directed by and to the satisfaction of the Engineer.

M. Method of Measurement: Pavement Markings and Removal of Pavement Markings will be measured by one of the following:

1. Per linear foot (linear meter) of line. Skip lines are paid based upon length of marked section; 1 foot of a dual line is paid for at two unit feet bid.

2. Per each symbol.

N. Basis of Payment: Pavement Markings and Removal of Pavement Markings will be paid for by the contract unit or lump sum price listed on the Bid Form Unit Prices schedule:

1. Contract unit bid price

2. Contract lump sum bid price

END OF SECTION

02306 Pavement Marking 42 of 42 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02308 FENCING A. GENERAL All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standard Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specifications will be hereinafter referred to as "APWA-KCMO." The City’s current standards can be found online under the Kansas City Public Works Department website under “Public Works Design & Construction Standards:” http://www.kcmo.org/CKCMO/Depts/PublicWorks/Public Works Design Criteria & Construction Specifications/index.htm

Fencing shall conform to APWA-KCMO Section 2308 with the following modifications, deletions, or additions. All provisions that are not so amended, removed, or supplemented remain in full force and effect.

1. Section 2308.1 shall be supplemented by adding the following Missouri Standard Specifications for Highway Construction: Section 1050 Lumber, Timber, Piling, Posts, and Poles

2. Section 2308.2 shall be replaced with the following: Materials: A. Woven Wire Fence: Permanent woven wire fence shall be installed at locations noted on the plans. The new fence shall be similar to the dimensions and gauge of the existing fence and constructed of the same material as the existing fence. Existing fences shall be measured and photographed prior to removal. Two copies of the measurements and photographs shall be supplied to the City prior to removal. All materials used for the installation of Woven Wire Fence shall be new material conforming to Section 1043 of the Missouri Standard Specification for Highway Construction except concrete for posts shall me MCIB Mix No. A543-1-4-0.479 or approved equal.

B. 4’ Wood Fence: All materials used for the installation of Round 3-Rail Fence shall be new material conforming to Section 1050 of the Missouri Standard Specification for Highway Construction except that Copper Naphthenate (Cu Nap) shall be the only approved Timber Preservative and concrete for posts shall me MCIB Mix No. A543-1-4-0.479 or approved equal. Footings required to install posts of 4’ wood fence shall be manufacturer approved aggregate type. The new fence shall be similar to the dimensions and gauge of the existing fence and constructed of the same material as the existing fence.

C. Farm Gate: All materials used for the installation of Farm Gates shall be new material conforming to Section 907.2 of the Missouri Standard Specification for Highway Construction except concrete for posts shall me MCIB Mix No. A543-1-4- 0.479 or approved equal.

D. Swing Gate: All materials used for the installation of swing gates shall as noted on the plans. All metal material for hinges, locks, and bolts shall be galvanized or stainless steel.

2308 Fencing 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02308 FENCING E. Bollard Posts: All materials used for the installation of swing gates shall be as noted on the plans.

F. Handrail: All materials used for the installation of hand rails shall be as noted on the plans, and in conformance with section 3020 Decorative Metal Fence.

3. Section 2308.3 shall be replaced with the following: Construction Details: A. Woven Wire Fence: Woven Wire Fence shall be installed at the locations shown on the plans or as directed by the Engineer in accordance with Standard Plan 607.20F of the Missouri Standard Plans for Highway Construction.

B. 4’ Wood Fence: Round 3-Rail Fence shall be installed at the locations shown on the plans or as directed by the Engineer in accordance with the dimensions as shown on the Plans. Existing fences shall be measured and photographed prior to removal. Two copies of the measurements and photographs shall be supplied to the City prior to removal.

C. Farm Gate; Farm Gates shall be installed at the locations shown on the plans or as directed by the Engineer in accordance with the dimensions as shown on the Plans.

D. Swing Gate: Access Control Gate shall be installed at the locations shown on the plans or as directed by the Engineer in accordance with the dimensions as shown on the Plans.

E. Bollard Posts: Bollard posts shall be installed at the locations shown on the plans or as directed by the Engineer in accordance with the dimensions as shown on the Plans

F. Handrail: Handrail shall be installed at the locations shown on the plans or as directed by the Engineer in accordance with the dimensions as shown on the Plans.

B. MEASUREMENT AND PAYMENT Sections 2308.04 be replaced with the following: 1. Measurement: There will be no measurement for payment for any items of work not specifically identified and listed in Section 00412, Bid Form-Unit Prices. “Woven Wire Fence,” “Permanent Wood Fence 4’ “, “Farm Gate”, “Swing Gate”, “Bollard Posts”, and “Handrail”, will be field measured along the slope of the fence, or rail, and the length of the farm gates to the nearest linear foot and per each for the Swing Gate and Bollard Posts.

2. Payment: There will be no payment for any items of work not specifically identified and listed in Section 00412, Bid Form-Unit Prices. Payment shall be made at the Contract Unit Price as listed in the Section 00412, Bid Form-Unit Prices for “Woven Wire Fence,” “Permanent Wood Fence 4’ “, “Farm Gate” “Swing Gate”, “Bollard Posts”, and “Handrail”. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the items.

END OF SECTION

2308 Fencing 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02310 GRADING 02310-1 A. General 1. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standard Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specifications will be hereinafter referred to as "APWA-KCMO." 2. Grading and site preparation shall conform to APWA-KCMO 2102. 3. Topsoil shall be conserved wherever possible, and restored to the surface in preparation for plantings. 4. Preparation of subgrade for paving shall be done in accordance with APWA- KCMO 2201. Preparation of subgrade for driveways and shall be done in accordance with APWA-KCMO 2301.

B. Payment 1. No direct payment will be made for “grading” and should be included as a part of other “earthwork” bid items.

END OF SECTION

02310 Grading 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02315 EXCAVATION 02315-1 A. General 1. APWA-KCMO - All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standard Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specifications will be hereinafter referred to as "APWA-KCMO." 2. Excavation Classification - All excavation is unclassified. 3. Excavation - Excavation shall conform to APWA-KCMO 2102.4 and 2602.3.A, except that no blasting will be allowed. 4. Overexcavation - Additional depth excavation or overexcavation, undergrading, and backfill shall conform to APWA-KCMO 2102.5. 5. Soils Testing - The CONTRACTOR shall hire an independent geotechnical testing firm to perform soil stability tests on overexcavation and embankment areas, as further described in Section 01450.

B. Subsurface Exploration 1. Materials Determinations - The CONTRACTOR shall make his own assessments and determinations as to the quantity, position, extent, depth, character and densities of existing subsurface rock or other materials in preparing the bid and in the performance of the work through to its final completion.

C. Overexcavation and Backfilling 1. Overexcavation - Prior to placing the storm sewer pipe and adjoining inlet structures, all existing unsuitable or deleterious material in the trench line such as soft silt, humus, sand, cobbles, and boulders shall be overexcavated down to firm clays or weathered shale, or three feet below bottom of pipe. 2. Backfilling of Overexcavated Material - Upon backfilling the overexcavated material in accordance with APWA-KCMO 2102.5 and 2602.3.A (including CLSM) and prior to laying the pipe, the soil may need to be re-worked and re- tested until the bearing capacity of the soils supporting the pipe and adjoining junction structures is satisfactory to the Engineer. The average net allowable bearing capacity of the soils supporting the pipe shall be on the order of 2,000 pounds per square foot (psf). 3. Soils Testing - Prior to filling the overexcavated area with select material, the CONTRACTOR shall call the Owner’s Representative for soils testing and obtain approval to begin laying the pipe and adjoining junction structures.

D. Measurement 1. No measurements will be made for testing, or for determining the volumes of trench excavation, overexcavation, and backfill.

02315 Excavation 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02315 EXCAVATION 02315-2 E. Payment 1. Payment will be made at the Contract Unit Price as listed in Section 00412, Bid Form-Unit Prices. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the item.

END OF SECTION

02315 Excavation 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02330 EMBANKMENT 02330-1 A. General 1. Outline - This section covers operations requiring earth fill greater than six (6) inches below finished grade, placed and compacted prior to preparation for "Seeding” or “Sodding," as further described in this Project Manual. 2. APWA-KCMO - All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standard Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specifications will be hereinafter referred to as "APWA-KCMO." 3. Embankment - Embankment and compaction shall conform to APWA-KCMO 2102. 4. Soils Testing - The Engineer will observe and perform soil density and moisture content tests during the CONTRACTOR’S backfilling, embankment compaction, and grading operations. The CONTRACTOR shall obtain approval from the Engineer upon excavating the pipe trench and prior to backfilling with bedding material to determine if overexcavation is required. The Engineer shall also approve overexcavation limits (as needed), backfill materials, backfill and embankment compaction, and other such operations requiring soils testing.

B. Materials and Placement

1. Delivered Materials - All soil materials are subject to inspection and testing after delivery. Materials which do not meet the requirements of the specifications will be rejected. 2. Excavated Material - The use of materials obtained from the trench excavations for embankment areas is acceptable provided applicable specification requirements are satisfied. Soil obtained from the 3’ overexcavation area is not acceptable for embankment areas, unless it is suitable for use as topsoil in vegetated areas only. At the direction of the Engineer, unsuitable materials shall be disposed of in accordance with Section 02220, Demolition Disposal. 3. Placement - Placement of the embankment and fill areas shall be done using Earth embankment as defined in APWA-KCMO 2102.6.B. Operation and materials shall be as specified in APWA-KCMO 2102.6. Compaction of embankments shall be done in accordance with APWA-KCMO 2102.9.E, except that the compaction of fill material below the topsoil shall be 95 percent of the maximum dry density instead of the usual 90 percent. 4. Topsoil - Topsoil shall be placed in the top six inches (minimum of four inches) of the surface where sod and other plants will grow.

C. Measurement 1. No measurements will be made to quantify the embankment material placed and compacted within the width and thickness limits shown on the Contract Drawings.

02330 Embankment 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02330 EMBANKMENT 02330-2

D. Payment 1. Payment will be made at the Contract Unit Price as listed in Section 00412, Bid Form-Unit Prices by the Owner to the Contractor. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the item.

END OF SECTION

02330 Embankment 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02364 BARBED WIRE FENCE 02364-1

A. General 1. Permanent barbed wire fence shall be installed at locations noted on the plans. The new fence shall be similar to the dimensions and gauge of the existing fence and constructed of the same material as the existing fence. Existing fences shall be measured and photographed prior to removal. Two copies of the measurements and photographs shall be supplied to the City prior to removal.

B. Payment 2. Payment shall be made at the Contract Unit Price, “Barbed Wire Fence”, as listed in Section 00412, Bid Form-Unit Prices. Payment and price shall constitute full compensation for all labor, materials, connecting pipes, equipment, and for the performance of all work necessary to complete each item.

END OF SECTION

02364 Barbed Wire Fence 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02365 METAL PICKET FENCE 02365-1

A. General 1. Metal picket fence shall be installed at locations noted on the plans. The new fence shall be as detailed on the drawings and adhere to the requirements of Section 03020 “Decorative Metal Fence”.

B. Payment 1. Payment shall be made at the Contract Unit Price, "Metal Picket Fence", as listed in Section 00412, Bid Form-Unit Prices. Payment and price shall constitute full compensation for all labor, materials, connecting pipes, equipment, and for the performance of all work necessary to complete each item.

END OF SECTION

02365 Metal Picket Fence 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02372 ROCK BLANKET 02372-1

A. General 1. This Work consists of constructing a protection blanket of rock or broken concrete on slopes or stream banks.

B. Products 1. Materials shall conform to APWA 2605.2, Paragraph B, be durable, and contain a combined total of not more than 6 percent of earth, shale, and non-durable rock. 2. The material shall be well-graded with as large of a percentage of pieces as the thickness will permit and enough smaller pieces to fill in larger voids. Gradations shall be as specified on the plans. Acceptance of quality and size of material may be made by visual inspection of a representative sample at the job site. 3. Geotextile Filter fabric conforming to APWA-KCMO 2605.2, Paragraph C 2 and shall be used as underlayment.

C. Execution 1. Installation - Rock blanket shall be placed on the prepared foundation in a manner that will provide a reasonably well-graded mass of stone with the minimum practicable percentage of voids. The entire mass of stone shall be placed to full course thickness in one operation and in such a manner as to avoid displacing the fabric. The CONTRACTOR shall place the stone in such a way as to not tear, puncture, or shift the fabric. Stones shall not be dropped more than 3 feet when being placed directly on the fabric. Tears or rips in the fabric shall be repaired with fabric lapped a minimum of 12 inches in all directions.

D. Measurement and Payment 1. Rock blanket will not be measured for payment. The plan quantity shall be the payment quantity unless an approved change is made during construction. In the event that a change is made the rock blanket shall be measured complete, in-place, to the nearest foot along the slope edges of full thickness stone, and converted for basis of payment to the nearest one-tenth of a square yard. 2. Payment will be made at the Contract Unit Prices for ”Rock Blanket with Filter Fabric” of the appropriate size as listed in the itemized Proposal Form. Payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete these items. 3. No separate measurement or payment will be made for furnishing and placing geotextile filter fabric.

END OF SECTION

02372 Rock Blanket 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02373 GEOTEXTILE CONSTRUCTION 02373-1

A. General 1. This work consists of installation of geotextile filter fabric for use in subsurface drainage, in erosion control, as a permeable separator or as otherwise specified.

B. Products 1. All material shall conform to APWA-KCMO 2605.2.C.2.

C. Execution 1. Installation a) Areas on which geotextile is to be placed shall be reasonably smooth and free from mounds, windrows, debris or projections. Geotextile shall be placed in a manner to minimize wrinkles or creases in the material. When used for erosion control or to separate soil and granular material, geotextile shall be placed loose to the contour of the ground so as to be free to adjust to minor indentations and protrusions as rock or fill is placed against or over the material but secured sufficiently to preclude sliding or displacement during fill placement and under traffic. Geotextile shall be secured in place as necessary to perform the work with steel pins or by other suitable means. b) Lengths and widths of geotextile shall be chosen to minimize the required number of overlaps or seams. Adjacent rolls or strips of geotextiles shall either be sewn in accordance with recommendations of the manufacturer to meet seam strength requirements of AASHTO M 288, or overlapped. c) Overlaps shall be sufficient to prevent openings in the geotextile coverage as a consequence of subsequent filling operations and shall meet the following minimum requirements: 18 inches overlap on slopes 3:1 (1:3) or flatter; 24 inches on slopes steeper than 3:1 (1:3); 36 inches if placed underwater or on soft, yielding ground which, in the opinion of the engineer, ruts excessively under construction traffic; 12 inches when used to cover structural joints or drain pipes; and equal to the trench width, when used to line drainage trenches unless otherwise shown on the plans. d) Strips installed horizontally on slopes shall be overlapped upslope over downslope. Strips placed transverse to channel slopes shall be overlapped in the direction of flow. e) Fill placement and spreading on geotextile shall not be performed against the direction of geotextile overlap. f) Traffic shall not operate directly on uncovered geotextile. Sudden stops, starts and turning motions shall be kept to a minimum unless at least two lifts of overfill are in place. Unless otherwise specified, the initial lift of overfill shall not be less than 8 inches , loose measurement, in thickness or twice the maximum particle size, whichever is greater. g) Damaged or punctured geotextile shall be replaced or patched to the satisfaction of the engineer. Patches may be sewn or overlapped. Unsewn patch overlaps beyond the area of damage shall exceed roll overlap requirements of this section by at least 12 inches. h) Geotextile shall be protected from damage due to the placement of large rock

02373 Geotextile Construction 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02373 GEOTEXTILE CONSTRUCTION 02373-2

by limiting the height of drop of the material to no greater than three feet. In addition, if a Class B geotextile is used, either a cushioning layer of sand shall be placed on top of the geotextile or a zero drop height shall be utilized to place the rock. Regardless of the required placement technique, the contractor shall demonstrate that the placement technique will prevent damage to the geotextile. Placement of material shall begin at the toe and proceed up the slope. i) The U. S. Standard sieve number corresponding to the apparent opening size (AOS) shall not exceed 100 for geotextile used in contact with any soil with more than 50 percent passing the No. 200 sieve, nor shall it exceed 70 when used between any two dissimilar granular material, less than 50 percent passing the No. 200 sieve, or to control movement of fines from a granular backfill through structural joints or into a drain pipe j) During shipment and storage, geotextiles shall be protected from direct sunlight, ultra-violet rays, temperatures greater than 140 F, , dust and debris.

D. Payment 1. Payment for geotextile construction shall be subsidiary to Rip Rap and shall include securing pins or other incidental items.

END OF SECTION

02373 Geotextile Construction 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02400 SODDING 02400-1

A. General 1. All areas disturbed during construction shall be sodded unless specified otherwise. The work shall be done in accordance with Section 02400 of the Standard Specifications and Design Criteria, Division II, Construction and Materials.

B. Payment 1. Payment will be made at the contract unit price for “Sodding” as listed in section 00412-Unit Prices. Such payment constitute full compensation for all labor, materials (including 2” minimum top soil), and equipment necessary to complete the item.

END OF SECTION

02400 Sodding 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02600 STORM SEWERS 02600-1 A. References 1. APWA Standard Specifications and Design Criteria with KCMO Supplements. 2. Standard Drawings as adopted and approved by the City of Kansas City, Mis- souri Public Works Department.

B. General 1. Storm sewer pipe structures and appurtenances shall be installed and construct- ed at the locations shown on the Drawings. Materials and construction shall be in compliance with APWA Standard Specification and Design Criteria Section 2600. 2. Storm sewer pipe shall comply with the requirements of Section 2602 and be of the material and strength classification shown on the Drawings. 3. Storm sewer structures shall be either cast-in-place or . Struc- tures shall meet the material and construction requirements of APWA Standard Specification and Design Criteria Section 2604 and shall be in accordance with the Standard Drawings prepared by the KCMO Public Works Department.

C. Measurement and Payment 1. Measurement and payment for this work shall be made at the respective units and unit prices for storm sewers, inlets, manholes, junction boxes and appurtenances as listed in the Proposal, and shall be full compensation for all work complete and in place. 2. Pipe will be measured along the geometric centerline of the pipe and to the inter- section of the inside wall of inlet, manhole, box culvert, rectangular concrete channel or other structure with the geometric centerline of the pipe.

END OF SECTION

02600 Storm Sewers 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 SECTION 02602 - REHABILITATION AND REPLACEMENT OF MANHOLES

PART 1: GENERAL

1.01 SCOPE: Work covered in this section consists of rehabilitation or replacement of manholes. Rehabilitation includes repair, replacement or restoration of one or more of the following: manhole frame, cover, frame seal, chimney, corbel, wall, bench, invert, and pipe seal. Testing, cleanup and materials requirements are also included.

The Contractor shall be responsible for the furnishing of all labor, supervision, materials, and equipment required to complete all rehabilitation and replacement work and testing in accordance with the Contract Documents. This includes any follow-up rehabilitation work required of the Contractor by the Engineer or City.

1.02 QUANTITIES: The quantities listed in the bid are not guaranteed quantities and are listed only for convenience in comparing bids. Payment will be made for the actual quantities constructed or installed, be they more or less than the listed quantities; said quantities being measured as specified hereinafter.

1.03 UNIT PRICES: Each item listed under this specification shall be measured and paid for at the unit price bid per manhole, regardless of size, for each manhole replaced or rehabilitated. The unit price shall be complete compensation for all labor, supervision, equipment, material, flow diversion, testing, excavation, backfilling, pipe, restoration or utility restorations and other incidentals necessary to complete the work.

No payment shall be made until the manhole and its adjacent area have been restored and the manhole and its appurtenances have satisfactorily passed testing. No additional payment will be made for excavation, backfilling, pipe, restoration, or utility relocations.

1.04 UNSCHEDULED WORK: Payment for work, such as replacement of frame and cover, and bench repair or replacement, shall be made at their respective quoted unit prices. No additional payment will be made for excavation, backfilling, pipe, restoration, or utility relocations.

PART 2: MATERIALS

2.01 MATERIALS: The Contractor shall be thoroughly trained and familiar with handling, mixing and placing all material. All materials shall be used in strict accordance with manufacturer's recommendations and with the provisions of all OSHA and other safety regulations. Field conditions must be appropriate for and compatible with component mixing for the linings and sealants. All materials shall conform to and be installed according to manufacturer's recommendations and specifications. Contractor shall supply all necessary materials, including storage and transportation to the satisfaction of City. Materials damaged by Contractor shall be replaced at no additional cost to the City. Existing manhole frames and covers being replaced shall become the property of City.

A. WALL AND CORBEL REHABILITATION: 02602 - 1 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

1. Cementitious Coating: This specification will describe minimum requirements for a one-component, rheoplastic, cement based fiber or polypropylene reinforced, shrinkage compensated mortar lining system for manhole wall and corbel rehabilitation. Cementitious coating materials for use in manhole rehabilitation shall conform to Strong Systems, Inc. MS- 2A; Master Builders, Inc. Emaco S88C; Standard Cement Materials, Reliner MSP; or approved equal products and procedures for manhole waterproofing and structural rehabilitation. Strong Systems "High Performance Mix" or Raven 400 Series High-Build Epoxy or SLS-30 Ultra-Build Epoxy Lining System or other approved formulation or coating may be required in corrosive environment as determined by the Engineer. It is required that manhole corbels and walls shall be rehabilitated after sealing and/or rehabilitation of frame and grade adjustments have been completed and approved by Engineer. This requirement is applicable to Repair Types F and P.

a. Design Mix: Design mix shall be a preblended mixture of Portland cement, chemically-active aggregates, glass fibers and other additives specifically selected for special properties. No material (other than water) shall be used with or added to the approved design mix without prior approval or recommendation from the Engineer.

b. Water Supply: All water used in the mixture of the shall be clean and potable.

c. Chemical (binders): The cementitious coating shall be formulated Type I, II, or III cement for use in a moderate sulfate environment and shall conform to ASTM C 150. Where coating is to be performed in a severe sulfate environment, the Contractor shall modify the mix design to include an acid-resistant formulation in the mix design as approved by the Engineer.

d. Certification: The Contractor must furnish certification to the Engineer that the coating system materials proposed for the project meets or exceeds all of the minimum requirements as specified herein.

e. Density: Density of the material at placement of the coating system shall not be less than 95 lbs/cubic feet.

f. Working Time: Approximate working time of the material after initial application shall be 30 minutes.

g. Compressive Strength: Compressive strength shall conform to ASTM C 495 and C 109 and shall meet or exceed a minimum 28 day break of 4,000 psi.

h. Flexural Strength. Flexural strength shall conform to ASTM C 348 and shall meet or exceed a minimum 28 day break of 1,200 psi.

i. Slant Shear Bond Strength: Slant shear bond strength shall conform to ASSHTO 882 modified and shall meet or exceed a minimum 28 day break of 2,400 psi. j. Freeze-Thaw: Freeze/thaw testing shall conform to ASTM C 666 and shall show no visible damage after 100 cycles.

k. Permeability: Permeability of the formulation shall conform to AASHTO T- 02602 - 2 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 277 and shall meet or exceed 450 Coulombs.

B. CHEMICAL GROUTING SYSTEMS: Where the pressurized injection of chemical behind the manhole walls is required, the material supplied shall be an acrylamide gel, a urethane gel, an acrylate gel, or a urethane foam with properties as follows:

1. General: Chemical sealing materials for use in manhole rehabilitation shall have the following properties and characteristics:

a. While being injected, the chemical sealant must be able to react/perform in the presence of infiltrating water.

b. The cured sealant must be capable of withstanding submergence in water without degradation.

c. The cured sealant must prevent the passage of water through the manhole defect.

d. The cured sealant must be flexible as opposed to brittle or rigid.

e. In place, the cured sealant shall be able to withstand freeze/thaw and wet/dry cycles without adversely affecting the seal.

f. The cured sealant must not be biodegradable. Additives may be used to meet this requirement, without affecting long-term strength.

g. The cured sealant shall be chemically stable and resistant to concentrations of acids, alkalis, and organics found in normal sewage.

h. Packaging of component materials must be compatible with field storage and handling requirements. Packaging must provide for worker safety and minimize spillage during handling.

i. In the event that the chemical sealant may be harmful by passing through the unbroken skin, by inhalation of dust, vapor or mist, or by swallowing, the handling and mixing shall be performed with proper equipment and personnel thoroughly familiar with the chemicals involved and shall be in strict accordance with the manufacturer's recommendations and with the provisions of all safety regulations.

j. Mixing of component materials must be compatible with field conditions.

k. Residual sealing materials must be easily removable from the bench of manhole to prevent reduction or blockage of the sewer flow.

l. Corbel and Frame. Urethane grout shall be utilized for the upper five feet of the manhole.

m. Wall, Pipe Seal, Bench and Invert. Acrylamide or urethane grout shall be 02602 - 3 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 utilized for the portion of the manhole below five feet as measured from the rim.

n. No grouting operations shall be performed at temperatures below 40° F or where the temperature of the groundwater is below 40° F.

2. Acrylamide Gel: Acrylamide gel shall have the following properties and characteristics:

a. A minimum of 10% acrylamide base material by weight in the total sealant mix. A higher concentration (%) of acrylamide base material may be used to increase strength or offset dilution during injection.

b. The ability to tolerate some dilution and react in moving water during injection.

c. A viscosity of approximately 2 centipoise which can be increased with additives.

d. A constant viscosity during the reaction period.

e. A controllable reaction time from 10 seconds to 1 hour.

f. A reaction (curing) which produces a homogenous, chemically stable, nonbiodegradable, firm, flexible gel.

g. The ability to prevent dehydration and to increase-mix viscosity, density and gel strength by the use of additives. Diatomaceous earth (Celite 209) shall be added to a concentration of five percent. Use of other additives shall be as recommended by the manufacturer and as approved by Engineer.

h. A root control additive shall be provided. The root control additive shall be 2, 6- Dichlorobenzonitrile, and shall be added as recommended by the manufacturer.

3. Urethane Gel: Urethane gel shall have the following properties and characteristics:

a. One part urethane prepolymer thoroughly mixed with between 5 and 10 parts water by weight. The recommended mix ratio is 1 part urethane prepolymer to 8 parts of water (11% prepolymer). b. A liquid prepolymer having a solids content by weight of 77% to 83%, specific gravity of 1.04 (8.65 pounds per gallon), and flash point of 200°F.

c. A liquid prepolymer having a viscosity of 600 to 1,200 centipoise at 70, that can be pumped through 500 feet of ½ inch hose with a 1,000 psi head at a l-ounce per second flow rate.

d. The water used to react the prepolymer should be in the pH range of 6.5 to 8.0.

e. A cure time of 80 seconds at 40° F. 55 seconds at 60° F. and 30 seconds at 80° F 02602 - 4 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 when 1 part prepolymer is reacted with 8 parts of water only. Higher water ratios give longer cure times.

f. A cure time that can be reduced to 10 seconds for water temperatures of 40° F to 80° F when 1 part prepolymer is reacted with 8 parts water containing gel control agent.

g. A relative rapid viscosity increase of the prepolymer/water mix. Viscosity increases from about 10 to 60 centipoise in the first minute for 1 to 8 prepolymer/water ratio at 50° F.

h. A reaction (curing) which produces a chemically stable, non-biodegradable, tough, flexible gel.

i. The ability to increase mix viscosity, density, gel strength and resistance to shrinkage by using additives in the water component of the grout.

j. The ability to accept suspended additives such as 2, 6-dichlorobenzonitrile root control.

k. Contain a minimum of 15 percent shrink control agent supplied by the same manufacturer.

4. Acrylate Gel: Acrylate gel shall have the following properties and characteristics:

a. A minimum of 11% acrylate base material by weight. In the total sealant mix, a higher concentration (%) of acrylate base material may be used to increase strength or offset dilution during injection. If the acrylate base material is in a 40% solution, it must comprise 27.5% by weight of the total sealant mix to have 11% base material.

b. A low toxicity of the acrylate base material.

c. The ability to tolerate some dilution and react in moving water during injection.

d. A viscosity of approximately 2 centipoise which can be increased with additives.

e. A constant viscosity during the reaction period.

f. A controllable reaction time from l0 seconds to l hour.

g. A reaction (curing) which produces a homogeneous, chemically stable, nonbiodegradable, flexible gel.

h. The ability to prevent dehydration and to increase mix viscosity, density and gel strength by the use of additives; e.g., ethylene glycol or diatomaceous earth.

i. The ability to accept suspended additives such as 2, 6-dichlorobenzonitrile for root control. 02602 - 5 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

5. Urethane Foam: Urethane foam shall have the following properties and characteristics:

a. Approximately 1 part of urethane prepolymer thoroughly mixed with 1 part water by weight (50% prepolymer).

b. A liquid prepolymer having a solids content by weight of 82% to 88%, specific gravity of 1.1 (9-15 pounds per gallon), and flash point of 200° F.

c. A liquid prepolymer having a viscosity of 30 to 500 centipoise at 72° F that can be pumped through 500 feet of 2 inch hose with a 500 psi head at a l-ounce/second flow rate.

d. A cure time of 15 minutes at 40° F. 8.2 minutes at 70° F. and 4.6 minutes at 100° F when the prepolymer is reacted with water only.

e. A cure time of 5.5 minutes at 40° F. 3.5 minutes at 70° F. and 2.6 minutes at 100° F when the prepolymer is reacted with water containing 0.4% accelerator.

f. During injection; foaming, expansion, and viscosity increase takes place.

g. Physical properties of the cured foam of approximately 14 pounds per cubic foot density, 80 to 90 psi tensile strength, and 700% to 800% elongation when a mixture of 50% prepolymer and 50% water undergoes a confined expansion to five times its initial liquid volume.

h. The ability to accept suspended additives such as 2, 6-dichlorobenzonitrile for root control. C. FRAME SEALING SYSTEM: Two types of sealing systems will be allowed: external or internal sealing systems.

1. External: The joint between the frame ring and chimney and between the frame ring and the adjustment ring shall be sealed with Wrapid Seals as supplied by Canusa, external manhole seals, as supplied by Cretex Specialty Products or approved equal. The material shall be able to withstand hydrogen sulfide and other corrosive gases found in sewers.

Elastomeric polyurethane resin-saturated oakum can be substituted for the bitumastic elastic material. The material shall be able to withstand hydrogen sulfide and other corrosive gases. The material shall be installed in a double row circumferentially at each joint. For the resin-saturated oakum system, the outer ring shall be saturated with a urethane base foam chemical sealing material. The inner ring shall be saturated with water and shall be placed to prevent urethane foam from entering the manhole.

2. Internal: Manholes that have an internal boot specified for the frame seal repair, the manholes frame-chimney joint area shall be sealed with an internal flexible rubber seal, as manufactured by Cretex Specialty Products, or approved equal. The flexible rubber sleeve, extensions and wedge strips shall be extruded or molded from a high grade rubber compound 02602 - 6 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 conforming to the applicable requirements of ASTM C-923, with a minimum 1500 psi tensile strength, maximum 18% compression set and a hardness (durometer) of 48 +or- 5.

The sleeve shall be either double or triple pleated with a minimum unexpanded vertical height of 8" and 10" respectively, a minimum thickness of 3/16" and shall be capable of a vertical expansion when installed of not less than 2". The top and bottom section of the sleeve shall contain an integrally formed expansion band recess and multiple sealing fins.

The extension shall have a minimum thickness of 3/16". The top section of the extension shall be shaped to fit into the bottom band recess of the sleeve under the bottom chimney seal band. The bottom section of the extension shall contain an integrally formed expansion band recess and multiple sealing fins matching that of the rubber sleeve.

Any splice used to fabricate the sleeve and extension shall be hot vulcanized and have a strength such that the sleeve shall withstand a 180 degree bend with no visible separation. The continuous wedge strip used to adapt the rubber sleeve to sloping surfaces shall have the slope differential needed to provide a vertical band recess surface, be shaped to fit into the band recess and have an integral band restraint. The length of the wedge strips shall be such that, when its ends are butted together, it will cover the entire inside circumference of that band recess needing slope adjustment.

The expansion bands used to compress the sleeve against the manhole shall be 16 gauge stainless steel conforming to ASTM A-240, Type 304, with a minimum width of 1-3/4". The expansion mechanism shall have the capacity to develop the pressures necessary to make a watertight seal and shall have a minimum adjustment range of 2 diameter inches. Studs and nuts used for this mechanism shall be stainless steel conforming to ASTM F-593 and 594, Type 304. D. CONCRETE BONDING AGENT: Before the application of any concrete leveling course or areas where concrete patching or plugging is required, the existing surface shall be cleaned and a concrete bonding agent applied. The bonding agent shall be Acyrl #60 as manufactured by the ThuroSeal Company or approved equal.

E. HYDRAULIC CEMENT: The top of the existing portion of the manhole shall have a concrete leveling course. Hydraulic cement shall also be used for repairing, filling, patching and plugging various holes in manhole chimney, corbel, walls, bench and invert. Hydraulic cement shall be durable, quick setting, high early strength hydraulic cement such as Pennygrout or Octocrete supplied by IPA, or approved equal.

F. CEMENTITIOUS GROUT MATERIAL: shall be nonmetallic, dimensionally stable, premixed, inorganic grouting. All grouting shall be performed using Sauereisen F-100 Grout as manufactured by Sauereisen Company, Pittsburgh, PA, or approved equal. All grouting work shall be performed according to the published manufacturer's specifications and recommendations.

Cementitious pipe seal material shall have the following properties:

1. While being introduced to the pre-drilled access hole, the cementitious sealant must be able to stabilize and setup in the presence of infiltrating water. 02602 - 7 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

2. The sealant must be able to withstand submergence in water without degrading after curing.

3. The cured sealant must prevent water from passing through the pipe seal defect.

4. The sealant must be able to withstand freeze/thaw and wet/dry cycles without losing seal.

5. The cured seal must not be biodegradable.

6. The cured seal must be chemically stable and resistant to concentrations of acids, alkalis, and organics found in sewage.

7. Materials must be field storable. Packaging must provide for worker safety and minimize spillage during handling.

8. Residual sealing materials must be removable from the bench and walls of manhole to prevent sewage blockage or flow restriction.

9. Drilled holes and pipe/wall junction surfaces shall be filled with high, early strength concrete grout.

G. PRECAST CONCRETE CHIMNEY ADJUSTMENT RINGS: Precast concrete chimney rings shall be a minimum of three inches thick, shall conform to ASTM C 478, and shall be one piece. For sloping surface grades tapered chimney rings may be used to permit the manhole frame and cover to conform to the sloping surface. No chimney ring will be allowed if the ring has a crack of more than 0.01 inches as measured by an appropriate gauge or measuring device.

H. ACTIVATED OAKUM: Activated oakum shall consist of oakum rope which has been impregnated with an expanding polyurethane foam, 3M Scotch Seal #5600 or approved equal.

I. HEAT SHRINKABLE WRAPAROUND SLEEVES: The wrap system shall consist of a two-piece sleeve (backing + adhesive) with a closure system and a G-type primer. It shall consist of an irradiated cross-linked polyolefin sheeting, pre-coated with a layer of anti- corrosion adhesive. The backing shall have a minimum recovery of 22%.

The wrap shall have a mastic-type adhesive, specially formulated to become fluid at temperatures achieved during installation and maintain flexibility in cold climates with installation temperatures down to -40°F. Upon cooling the adhesive shall form a tough, elastomeric protective layer. The wrap shall employ a closure seal to allow sealing of the overlap area. The overall thickness of an applied sleeve shall nominally measure 0.100” (2.5mm). The heat shrinkable wraparound sleeves shall be “Wrapid Seal” as manufactured by Canusa or approved equal.

02602 - 8 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 2.02 MATERIALS DELIVERY AND STORAGE: The Contractor shall provide adequate facilities for storage of raw materials and for preparation of the materials for installation. They shall conform to the manufacturer's recommendations and all applicable codes, regulations and safety requirements. These facilities shall be approved by the Engineer prior to initiation of manhole rehabilitation or replacement, and shall be provided by the Contractor at no additional cost.

2.03 MATERIALS TESTING: Testing shall be the responsibility of the Contractor. Tests for compliance with this specification shall be made as specified herein and in accordance with the applicable specification. A Certificate of Compliance with this specification along with a report of each test, shall be furnished by the Contractor for all material furnished under this specification. The Contractor shall inform the Engineer as to when, where and by whom, testing will be conducted, at least one week prior to testing. The Engineer may, at its own expense, witness testing of the materials.

PART 3: EXECUTION

3.0l GENERAL: Installation procedures for manhole rehabilitation or manhole replacement shall be carried out in accordance with these specifications, as shown on the Drawings, and the manufacturer's recommendations. Where the manufacturer's recommendations conflict with the specifications the Contractor shall document the conflicting guidance and submit this documentation to the Engineer for review. Steps shall be removed and resultant holes patched in each manhole repaired in this contract. Steps shall not be installed in manholes replaced. Step removal and resultant patching will not be paid for directly but is considered subsidiary to each repair type.

3.02 INITIAL INSPECTION:

A. GENERAL: All manholes to be rehabilitated or replaced shall be inspected by the Contractor in the presence of the City and/or the Engineer or his representatives before the work is initiated. Each repair type proposed for the manhole shall be reviewed and, if necessary, adjusted to match the conditions found. Within two weeks after the inspection, the Engineer shall issue a revised rehabilitation/replacement schedule, if necessary. Upon receipt of the revised schedule, the Contractor shall be authorized to begin the work. Inspections and schedule revisions may be performed in sections provided each part covers one or more complete subbasin (i.e. all manhole numbers with Al, A2, etc. designations).

B. FINAL GRADE: During the inspection, the final setting of the top of the manhole frame and cover shall be established. The setting shall be recorded by measuring the vertical distance from the flowline of the lowest connecting pipe to the proposed setting of the frame and cover. Also, the relative position of the top of frame to the surrounding grade shall also be recorded (i.e. flush with pavement, 0.2 feet above finish grade, etc.).

3.03 REPAIR DESCRIPTIONS:

A. REPAIR TYPE A - PLUG LIFT HOLES (BID ITEM 1): The lift hole shall be cleaned and all loose debris removed. Holes shall have all unsolid material removed with 02602 - 9 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 hammer and chisel. Plug lift and vent holes shall be performed in accordance with Section 06010.

B. REPAIR TYPE B - REPLACE COVER/FRAME/FRAME SEAL (BID ITEM 2): 1. Excavation and Pavement Replacement in Paved Areas:

a. The removal of the manhole frame and cover shall be accomplished by making a square, hexagonal or circular cut in the pavement as shown in the Drawings.

b. Material in the exposed area shall be excavated toward the casting to a depth to expose the entire frame. Excavated material shall be disposed of by Contractor.

c. Specified sub-base materials shall be tamped in place to the minimum specified density as shown on the Drawings to form the sub-base for the pavement.

d. Pavement replacement not performed to the satisfaction of the Engineer or City shall be replaced by Contractor at no additional cost to City.

e. Contractor shall, at no additional cost to the City, replace any portion of the existing manhole which is damaged during replacement of covers and frames.

f. The surfacing used to cover the exposed area shall conform to the existing pavement as specified in the City's Technical Specifications.

g. At the City's option, all castings removed from the work and not reused shall remain the property of the City. Contractor shall stockpile castings at a location designated by the City. If the City elects not to retain ownership of the unused castings, the Contractor shall be responsible for their proper disposal. Disposal of other removed materials is also the Contractor's responsibility.

h. If it is decided by the Engineer that the frame does not have to be replaced, the proper fit between replacement covers and existing frames shall be achieved by obtaining the proper size replacement covers for the respective existing frames.

2. Excavation for Replacement in Unpaved Areas:

a. No unnecessary excavation of materials from around the manhole shall be done. Limits of excavations shall conform to that shown on the Drawings.

b. Backfill shall be replaced and compacted to prevent subsequent settlement during the one year maintenance period and to restore the site to a condition equal to or better than that found. Backfill shall not cover the manhole.

c. If surface obstructions are present which prevent access to the manhole, the obstructions shall be removed and reinstalled after completion of the work. Cost for this additional work shall be the responsibility of the Contractor and included in the unit price bid. 02602 - 10 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

d. Contractor shall, at no additional cost to the City, replace any portion of the existing manhole which is damaged during replacement of covers and frames.

3. Removal, Replacement and Sealing of Manhole Frames:

a. Replacement of adjustment rings, and/or brick and mortar broken during excavation shall be at Contractors expense.

b. The manhole frame shall be removed from the manhole and the condition of the grade adjustment rings shall be observed. Any damages shall be brought to the Engineer's attention.

c. All surfaces between the frame, chimney and corbel shall be free of dirt and debris. Joint sealing material shall be troweled concentrically at the inside and outside edge of the grade to frame joint. If deterioration of the grade adjustments or chimney is observed, Contractor shall notify Engineer prior to replacement of the manhole frame, and partial manhole replacement may be required.

d. Sealing of manholes frames shall conform with Part 2.01.C.

e. Grade adjustments exceeding 12 inches, but less than 24 inches, must be braced during backfilling operations. When the required grade adjustment exceeds 24 inches, Engineer shall be notified prior to placement of new adjustment rings to determine if additional work is necessary.

f. In paved areas frames shall be installed to the slope and finish elevation of the paved surface. The top of the frame shall be even with or l/8-inch below the finished elevation. Allowances for the compression of the joint sealer material shall be made to assure a proper final grade elevation.

g. Manhole frames in non-paved areas shall be installed at not more than two (2) inches nor less than one (1) inch above the surrounding surface. Site restoration shall provide a uniform slope away from the top of the manhole frame for a distance of not less than three (3) feet in any direction.

h. Manholes in drainage courses shall be at the elevation which existed prior to rehabilitation or as directed by Engineer.

i. An impervious material if shown on the drawings shall be used when backfilling in unpaved areas. A material or a mixture of earth and bentonite may be used. In paved areas, backfill shall be in accordance with Section 02575 – Surface Restoration. In unpaved areas the backfill shall be one (1) inch above the bottom of the frame with topsoil being placed on top of the impervious backfill. Concrete pavement shall be replaced in accordance with the Pavement Replacement Detail for Concrete Pavement. 02602 - 11 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

j. If additional manhole frames are observed that are cracked, broken, or contain gaps in the bearing surface preventing a watertight seal, then the existing frame and cover shall be replaced at the discretion of Engineer. Compensation for this additional work shall be determined by the unit price contained in the Bidder's Tabulation.

C. REPAIR TYPE C - REPLACE FRAME SEAL (BID ITEM 3):

1. Replacement of the frame seal shall be in accordance with Part 3.03.B, with the exception that the existing frame and cover shall be reused.

2. The existing frame and cover shall be removed and thoroughly inspected for damage and deterioration. All scale, dirt and debris shall be removed from the existing casting with a wire brush and shall be approved by the Engineer prior to being reinstalled.

3. Replacement of adjustment rings, and/or brick and mortar broken during excavation shall be replaced at the Contractor's expense. The Engineer shall determine if said work is required.

4. For internal boot sealing of frame to chimney, installation shall be in accordance with the manufacturer's detailed instructions.

D. REPAIR TYPE D - REPLACE FRAME SEAL/CHIMNEY (BID ITEM 4):

1. Replacement of frame seal and chimney shall be in accordance with Parts 3.03.B and 3.03.C including the following:

2. Contractor shall replace the existing grade adjustment rings with precast concrete rings.

3. Removal of the frame and cover shall be as described in Part 3.03.B of this section.

4. If brick is used for the new adjustment, each masonry unit shall be laid radially in a full bed or mortar and with push joints. Closed joints must be obtained. Mortar shall fully cover the interfaces of each unit. Surplus mortar on the inside face shall be removed. Before initial set, all inside face mortar joints shall be well rubbed. All joints shall be dense and have a smooth finish.

5. Joints between the frame, grade, and corbel section top shall be sealed in accordance with Part 2.01.C of this section.

6. New frame adjustments shall be waterproofed with Wrapid Seals as supplied by Canusa, external manhole seals, or internal flexible rubber seals as supplied by Cretex Specialty Products.

02602 - 12 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 7. All repaired or replaced adjustment shall be inspected by Engineer or City prior to backfilling.

8. Existing precast concrete adjustment rings may be used provided they are in good condition as determined by Engineer. No adjustment rings shall be reused if the ring has a crack no more than 0.01 inches as measured by an appropriate measuring device.

9. Concrete adjustment rings to be reused shall be excavated and thoroughly cleaned and then reset and sealed as described herein.

E. REPAIR TYPE E - REPLACE COVER/FRAME/FRAME SEAL/CHIMNEY (BID ITEM 5):

1. Replacement of the manhole cover, frame and frame seal shall be performed in accordance with Part 3.03.B. and the following.

2. Excavation shall be to a minimum depth of 6 inches below the repair depth. The interior and exterior of the existing precast chimney shall be thoroughly cleaned and inspected for reuse. 3. Existing precast concrete chimney rings may be used provided they are in good condition as determined by Engineer. No adjustment rings shall be reused if the ring has a crack of more than 0.01 inches as measured by an appropriate measuring device. All chimneys that are constructed of materials other than precast concrete shall be replaced with trowelable precast concrete rings, or if required, a precast flattop section.

4. Contractor shall replace that portion of the defective manhole chimney up to a minimum depth of 12 inches to a maximum depth of 24 inches below the bottom of the frame. If deterioration below 24 inches is observed, Contractor shall notify the Engineer prior to replacement of the chimney or manhole frame. Partial manhole replacement may be required.

5. Concrete chimney rings to be reused shall be excavated, thoroughly cleaned, reset, and sealed with resin saturated oakum sealer in manner similar to that described in Part 3.03.B.3.c.

6. A bonding agent shall be applied to the top surface of the existing manhole after the defective portion of the manhole has been removed. High Early Strength Concrete, as manufactured by Octacrete or approved equal, mortar base shall be used to bring the brick to grade and provide a smooth surface for the joint sealing material and additional chimney rings. Thickness shall not exceed 3 inches. The mortor shall be allowed to set a minimum of 24 hours prior to placement of joint sealing material and adjustment rings. The bonding agent and the cement mortar shall not be applied when the temperature is below manufacturer's recommendations.

7. All surfaces between the frame, chimney, and corbel shall be free of dirt and debris. Joint sealing material shall be placed at the edge of each chimney to frame joint, and top of corbel section.

02602 - 13 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 8. Contractor shall, at no additional cost to City, replace any portion of the existing manhole which is damaged during chimney and frame sealing.

F. REPAIR TYPE F - CORBEL REHABILITATION (BID ITEM 6):

1. General: Corbel rehabilitation shall be performed by the installation of cementitious coatings. The type of rehabilitation system to be utilized for each manhole shall be identified in the rehabilitation schedule. Note: Emaco S 88C as manufactured by Master Builders may be substituted for Strong-Seal MS-2A or Sewper Coat as manufactured by Strong Lite Products Corporation, or approved equal, at all occurrences of the latter within the specification for Repair Type F.

2. Installation of a cementitious coating shall entail the preparation of the manhole interior, application of the liner, and testing.

a. Cementitious Coatings: It is the intent of this section to govern all aspects of internal rehabilitation of manhole corbels and walls using a high-strength, waterproofing, cementitious coating system. Manhole defects shall be repaired where shown or specified, or as directed by Engineer. Repair of manhole defects shall be accomplished by the methods specified herein. All manufacturer's recommendations shall be strictly followed for the entire rehabilitation procedure, including cleaning and possible surface preparation of the interior of the manhole, storing and preparing the products and sealing the manholes. The work consists of spray or trowel applying a cementitious mix to the walls and benches of manholes, resulting in a monolithic liner of a minimum l/2-inch thickness. The applicator, approved and trained by Strong Systems or Master Builders, or approved equal, shall furnish all labor, equipment and materials for applying the system over brick, tile, precast concrete or concrete block manholes.

(1) Preparation:

(a) Place bench covers over invert before prepping manhole.

(b) All foreign materials shall be removed from the manhole walls and bench using high pressure water spray (minimum 5,000 psi). Loose and protruding brick, mortar and concrete shall be removed using a mason's hammer and chisel and/or scrapers. Voids shall be filled with Octocrete as manufactured by IPA, Strong-Seal QSR as manufactured by Strong Systems, Inc., or approved equal, at least one (1) hour prior to spray application of the coating system.

(c) Active leaks shall be stopped using products specifically for that purpose. Ipanex-R as manufactured by IPA, or approved equal, mixed with one part of Type-I portland cement shall be used. If necessary, water shall be channeled to the bottom of the manhole structure through one or more weep holes and allowed to weep during the coating process. Once the walls of the manhole have been rehabilitated, weep holes shall be plugged with Ipanex-R and Type-I Portland cement or approved equal.

(d) After all preparation has been completed, Contractor shall remove all loose material.

(2) Mixing: 02602 - 14 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

(a) Contractor shall follow published recommendations of the manufacturer for mixing of all products.

(3) Spraying:

(a) Prior to spraying, the surface shall be damp without noticeable free water droplets or running water. If required by the manufacturer, bondcoat slurry will be applied to the surface prior to application of the formulation. Material shall be spray applied to a minimum uniform thickness to ensure that all voids and crevices are filled and a smooth surface remains after troweling. The troweling shall compact material into voids and crevices and Aset the bond on the manhole surface (brick, tile, block, or concrete).

(b) After the first application has taken an initial set, but not over 72 hours, a second coat shall be spray applied to assure a minimum total thickness of ½" and trowel to a smooth finish. After the second application to the walls, the bench covers shall be removed. Where approved by the manufacturer a one-step application may be applied to the manhole wall and corbel to achieve a minimum coating thickness of ½".

(c) After the coating application to all vertical surfaces has been completed, the temporary bench covers shall be removed and the bench reconstructed with the coating mix from walls to the invert in such a manner so as to produce a bench having a gradual slope from the walls to the invert with the wall/bench joint interface built up and rounded to a uniform radius the entire circumference of the manhole. The thickness of the bench shall be no less than ¾ inch at the invert and shall increase in the direction of the wall so as to provide the required minimum slope as shown on the Drawings.

(d) No application shall be made when ambient temperatures are less than manufacturer's recommendations and when freezing is expected within 24 hours unless specific recommendations are made by the manufacturer. If ambient temperatures are in excess of 90° F. precautions shall be taken to keep mixing water below 85° F. using ice if necessary.

(e) The final application shall have a minimum of four (4) hours cure time before being subjected to active flow.

(4) A minimum of two (2) test cylinders shall be taken from each days work with the date, location and job recorded on each. The cylinders shall be sent to a certified concrete testing laboratory testing, where a 28-day compression test will be made and recorded. Cost of testing shall be the responsibility of the Contractor.

(5) Packaging of component materials must be compatible with field storage and handling requirements. Packaging must provide for worker safety and minimize spillage during handling.

(6) Residual filler and formulations must be easily removable from the sanitary sewer line and manhole trough to prevent blockage of flow and minimize the amount of solids that 02602 - 15 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 enter the waste stream.

G. REPAIR TYPE G - BENCH AND INVERT (TROUGH) REHABILITATION (BID ITEM 7):

1. Existing deteriorated bench and invert areas shall be removed to sound material. Care shall be taken to avoid damaging other parts of the manhole. Loose and broken brick and mortar shall be removed from the manhole to eliminate the possibility of pieces entering the sewer lines. 2. After removal of the existing deteriorated bench and invert areas, new bench and invert shall be formed in accordance with the Drawings. Bonding agent shall be applied to existing surfaces in accordance with manufacturers recommendations. Octocrete or approved equal shall be placed in such a manner that it is consolidated, fills existing voids and creates a smooth, dense, steel troweled surface in accordance with the Drawings. Wastewater flow shall be maintained by methods which prevent contact with new bench and invert for 6-8 hours after concrete placement. If 6-8 hours set time is not possible, a fast setting, high early strength concrete shall be used with provisions for flow control until concrete has initially set. The bench and invert shall be finished in such a manner as to have a smooth surface and form a continuous monolithic conduit with the sewer pipe entering and leaving the manhole. The bench and invert shall form a watertight seal with the manhole walls, base and pipe seal and shall be cleaned of all debris or foreign matter.

3. Contractor shall, at no additional cost to City, replace any portion of the existing manhole which is damaged during bench and invert rehabilitation.

H. REPAIR TYPE H - BENCH AND INVERT (TROUGH) REPLACEMENT (BID ITEM 8):

1. Contractor shall inspect all manholes to receive a new bench and trough. If the existing trough is formed of sewer pipe laid continuously through the manhole, the procedure for the replacement shall be adjusted to ensure that the integrity of the pipe seals is maintained. 2. The existing deteriorated bench and invert shall be completely removed. Care shall be taken to avoid damaging other parts of the manhole. Loose and broken brick and mortar shall be removed from the manhole to eliminate the possibility of pieces entering the sewer lines.

3. After removal of the existing bench and invert, a new bench and invert shall be formed in accordance with the Drawings. When no specific details and dimensions are given, the changes in flow direction shall be smooth, uniform and made with the longest radius possible. Wastewater flow shall be maintained by methods which prevent contact with new bench and invert for 6-8 hours after concrete placement. If 6-8 hours set time is not possible a fast setting, high early strength concrete shall be used with provisions for flow control until concrete has initially set. The cross-sectional shape of the invert shall be steel-troweled to produce a dense surface. The bench and invert shall be finished in such a manner as to have a smooth surface and form a continuous conduit with the sewer pipe entering and leaving the manhole. The bench and invert shall form a watertight seal with the manhole walls, base and pipe seal and shall be cleaned of all debris or foreign matter.

4. Precast inverts shall be allowed if approved by the Engineer. 02602 - 16 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

5. The base and invert may be constructed separately. However, care shall be taken to obtain a proper bond between the two courses.

6. Contractor shall, at no additional cost to the City, replace any portion of the existing manhole which is damaged during bench and invert replacement.

I. REPAIR TYPE I - GROUTED AND COATED PIPE SEALS (BID ITEM 9):

1. Injection holes shall be drilled in accordance with the Drawings. After removal of the grouting probe, activated oakum rope shall be used to fill the injection hole. Injection hole shall be patched with waterproof, quick setting mortar and covered with a moisture resistant two-part epoxy adhesive coating. Any pipe damaged by Contractor while drilling the injection hole shall be replaced at no expense to City.

2. All grouting procedures shall be as specified in Part 3.03.K of this section.

3. Contractor shall, at no additional cost to City, replace any portion of the existing manhole or pipe which is damaged during pipe sealing.

4. See Part 3.03.K for Pipe Seal cleaning.

J. REPAIR TYPE J - GRADE ADJUSTMENT (BID ITEM 10):

1. Existing manhole casting shall be raised or lowered to meet elevations of the finished pavement. Adjustment shall be limited to a maximum change in elevation of 3 inches. Manholes shall be adjusted by the installation of approved adapter rings with set screws. The Contractor shall measure the appropriate size and depth of ring.

K. REPAIR TYPE K SEAL PRECAST JOINTS - PRESSURE GROUTING (BID ITEM 11):

1. General: Prior to pressure grouting of manholes specified in the Drawings, all unsealed step holes, missing pipe seals and unsealed lift holes shall be repaired. A quick-setting cement and bricks, when necessary, shall be used to fill these defects. After the setting of the hydraulic cement, the repair shall be covered with a moisture resistant two-part epoxy adhesive coating such as Aquatapoxy as manufactured by American Chemical Corp., or approved equal.

2. Grout Material Utilization:

a. Corbel and Frame: Urethane grout shall be utilized for the upper five feet of the manhole.

b. Wall, Pipe Seal, Bench and Invert: Acrylamide or urethane grout shall be utilized for the portion of the manhole below five feet as measured from the rim.

02602 - 17 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 c. No grouting operations shall be performed at temperatures below manufacturer's recommendations or where the temperature of the groundwater is below manufacturer's recommendations.

3. Corbel and Wall Grouting:

a. Surface Preparation: Prior to pressure grouting of manhole corbel, entire surface area shall be coated with a layer of dry polymer mortar in accordance with the manufacturer's recommendations. Dry polymer mortar shall not be applied to the wall portion of the manhole unless grout migration back into the manhole is observed during the grouting operation. No drilling or pressure grouting shall be done until the dry polymer mortar has been allowed to dry for a period of 24 hours. The dry polymer mortar shall extend to a point 12 inches below the corbel to wall joint. The dry polymer mortar shall be Octocrete as manufactured by IPA Systems, Inc., or approved equal.

b. Corbel Drilling: A minimum of four (4) injection holes shall be drilled at 90° angles from each other at the same plane of elevation. Additional rows shall be separated by a distance of 18 inches, and the holes shall be staggered with the holes in the rows above and below in accordance with the Drawings. After removal of the grouting probe, activated oakum rope shall be used to fill the injection holes. Injection holes shall be patched with a waterproof quick setting mortar.

c. Wall Drilling: A minimum of four (4) injection holes shall be drilled at 90° angles from each other at the same plane of elevation. Additional rows shall be separated by a distance of 24 inches, and the holes shall be staggered with the holes in the rows above and below in accordance with the Drawings. After removal of the grouting probe, activated oakum rope shall be used to fill the injection holes. Injection holes shall be patched with a waterproof quick-setting mortar.

4. JOINT SEALING:

a. Pressure Grout: A minimum of four (4) injection holes shall be drilled at 90° angles from each other at the same plane of elevation approximately 6" above the precast section joint. An additional row of holes shall be drilled 6" below the joint staggered by 45° as shown in the plans. After removal of the grouting probe, activated oakum rope shall be used to fill the injection holes. Injection holes shall be patched with a waterproof, quick-setting hydraulic cement.

L. REPAIR TYPE L - CEMENTITIOUS LINER (BID ITEM 12): Cementitous Liner shall be performed in accordance with Manhole Cementitious Liner Section 03362.

M. REPAIR TYPE M - EPOXY LINER (BID ITEM 13): Epoxy Liner shall be performed in accordance with Manhole Epoxy Liner Section 03363.

N. REPAIR TYPE N- REPLACE STEPS (BID ITEM 14):

1. Existing Step Removal: Steps shall be removed by breaking, saving, chipping or 02602 - 18 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 otherwise extracting the steps. If steps are not to be reinstalled, voids shall be filled with

Octocrete as manufactured by IPA, Strong Seal QRS as manufactured by Strong Systems, Inc., or approved equal.

2. Replacement steps, if required, shall be approved by the Engineer. Contractor shall drill walls and install steps in accordance with manufacturer’s specifications. O. REPAIR TYPE O - COMPLETE MANHOLE REPLACEMENT (BID ITEM 15): Complete Manhole Replacement shall be performed in accordance with Sewer Manhole Construction Section 03370.

P. REPAIR TYPE P - WALL REHABILITATION (BID ITEM 16): Rehabilitation of the wall shall be in accordance with Part 3.03F. - Corbel Rehabilitation, for both cementitious coating and cast-in-place lining systems (Permaform) with the exception that the rehabilitation process shall extend from the bench to the corbel joint.

Q. REPAIR TYPE Q - REPLACE CORBEL (BID ITEM 17):

1. Manholes designated for corbel replacement shall be examined by the Engineer prior to beginning replacement. The Engineer shall determine the suitability of the recommended corbel replacement. Each manhole designated for corbel replacement shall have the defective sections completely removed before installation of the new precast sections. The diameter of the new precast unit shall be consistent with the existing remaining masonry structure.

2. Contractor shall dispose of all debris and waste and shall prevent waste material from entering existing sewer lines.

3. Excavation shall extend to fifteen (18”) inches below the bottom of the defective sections.

4. Existing wall section shall be rebuilt using brick masonry until a smooth, level surface is obtained to set the new precast section on. Each masonry unit shall be placed in a full bed of mortar as specified on the drawings. Surplus mortar shall be removed from the inside face. All joints shall be dense and have a smooth finish.

5. The exterior of the partially replaced manhole structure shall be waterproofed with the heat applied membrane specified in Part 2.01.I of this section.

a. All surfaces shall be clean and free of residues and debris. Precast concrete manhole components shall be properly water-cured at least 14 days old, and surfaces must be dry.

b. Coating shall not be applied when temperatures fall below 40°F, during inclement weather, to reinforcing bars, contaminated surfaces, areas previously treated with curing compounds, wet surfaces, or surfaces greater than 90°F.

02602 - 19 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 c. The product shall be applied in a single application with a minimum dry-film thickness of 55 mil. The coating shall extend a minimum of six (6) inches below the bottom of the new manhole section.

d. Prior to application of the membrane, all joints, cracks and openings shall be sealed with a quick setting grout or by prestripping using the HLM 5000 product. Prestripping shall be applied to a minimum thickness of 55 mils. Manufacturer’s recommendations regarding surface preparation shall be strictly followed.

e. Applied minimum thickness shall be verified by the use of wet mil-thickness gauge as the work progresses and before the membrane obtains its final set.

f. Application shall include an overlap of 3” on the frame to ensure a watertight surface at the frame seal and adjustments.

g. Cure time of HLM shall be a minimum of 24 hours. Longer cure times may be required depending on ambient temperature and humidity. Backfilling of the manhole structure shall not be done until the membrane has been fully cured.

6. Contractor shall, at no additional cost to City, replace any portion of the existing manhole which is damaged

R. REPAIR TYPE R - PAVEMENT REPLACEMENT (BID ITEM 18): Pavement replacement shall be performed in accordance with Surface Restoration Section 02575.

S. REPAIR TYPE S - SIDEWALK AND DRIVEWAY REPLACEMENT (BID ITEM 19): Sidewalk and driveway replacement shall be performed in accordance with Kansas City, Missouri Public Works Standards and Section 02575 of this document.

T. REPAIR TYPE T - SODDING (BID ITEM 20): All areas disturbed during rehabilitation shall be restored to condition as good or better than existing. All lawn or grassed areas shall be sodded. Payment will be made for sodding for repairs that require excavation, including Repair Types B, C, D, and E. Areas disturbed by the Contractor for activities and repairs not herein specified will not be paid for directly, but is subsidiary to other items of work. Sodding shall be performed in accordance with Section 02931 of this document.

3.04 MANHOLE FRAMES AND COVERS:

A. REUSE OF EXISTING COVERS: Existing manhole frames and covers shall be carefully removed from the existing structure, cleaned and reused as part of applicable rehabilitation methods and as part of manhole replacement provided a new frame and cover is not required for the manhole. Any manhole with a Type B or E method designated on the plans shall receive a new frame and cover (subject to the findings of the initial inspection). All other types require the reuse of the existing frame and cover. 02602 - 20 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

B. DAMAGE TO COVERS: Frames and covers which are to be salvaged from the existing manhole and reused shall be removed carefully from the manhole and stored in a suitable place until replaced. Covers and frames which are damaged due to improper removal and handling shall be replaced by the Contractor at no additional cost to the City.

C. INSTALLATION: All salvaged frames and covers shall be installed on the rehabilitated manhole according to the requirements of parts of this specification as applicable.

3.05 ACCEPTANCE TESTS FOR MANHOLES: This section governs all needed materials and labor for testing the watertightness of rehabilitated manholes and replacement manholes. Contractor shall furnish all labor and equipment necessary to test all rehabilitated and replacement manholes. The sections of the manhole to be tested for defects are covers and frames, frame and chimney, corbels, walls, pipe seals, and bench and invert area. All testing will be provided and performed by the Contractor at no cost to the City.

A. Partial Rehabilitation Testing:

1. Testing shall consist of flooding the entire outside circumference of the manhole in a reservoir 6" deep with a concentrated dye solution in the presence of the Engineer. At the Contractor's option, soil surrounding the rehabilitated area may be saturated by means of a dyed- water injection probe or other approved systems. After saturation, as evidenced by surface ponding, the area shall remain flooded for at least ten minutes. The interior of the manhole shall then be observed for leakage. Any defect observed to be leaking as determined by Engineer and/or City will have failed the test. Manholes failing the test shall be repaired by Contractor at no additional cost and be retested.

2. Of all partially rehabilitated manholes, 20 percent shall be tested as specified by Engineer. If any of the 20 percent tested fail, then an additional 10 percent shall be tested. This process shall be repeated until all manholes have been tested or until the necessary percentage of rehabilitated manholes have passed the testing.

3. Contractor shall, at no additional cost to City, replace any portion of the existing manhole which is damaged during testing.

B. Complete Rehabilitation Testing: Manholes requiring total rehabilitation shall be tested in accordance with Section 02702 - Sewer Pipe and Manhole Testing.

3.06 SAFETY: The Contractor shall perform all work in strict accordance with all applicable OSHA standards. Particular attention is drawn to those safety requirements involving confined space entry.

3.07 CLEANUP:

A. The Contractor shall be responsible for maintaining a clean, tidy, safe job condition at all times in compliance with OSHA standards. 02602 - 21 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017

B. Contractor shall store his materials in a safe orderly manner that will not encumber access to the work, and allow routine maintenance cleaning to continue unimpeded.

C. Paint, cleaners and other volatile materials shall be stored in a clean safe, ventilated area to avoid safety hazards.

D. At the completion of his work, Contractor shall remove from the premises all equipment, construction aids, excess materials, debris, and other items used by him but not incorporated in the work and leave the entire premises "broom clean" to the best of his individual ability.

End of Section

02602 - 22 of 22 Project No. 89008535 Revised 06/10/2016 NE 104th Street Improvements Phase II-A December 2017 SECTION 02624 – POLYVINYL CHLORIDE (PVC) GRAVITY SEWER

PART 1 - GENERAL

1.01 SUMMARY This section covers all work, materials, and testing for installation of polyvinyl chloride (PVC) gravity sewer pipe by the open-cut method as shown on the Construction Contract Documents and in conformity with this specification. All pipelines shall be constructed to proper line and grade as shown on the construction contract documents and shall result in an unobstructed, smooth and uniform conduit. Sanitary sewer construction shall consist of furnishing all labor, materials and equipment for the complete installation of PVC gravity sewer pipe and appurtenances in accordance with the Construction Contract Documents and this specification.

1.02 RELATED SECTIONS SECTION 01300 - SUBMITTALS SECTION 01700 - TRAFFIC REGULATIONS SECTION 02200 - EARTHWORK SECTION 02687 - LASER PROFILING SECTION 02702 - SEWER PIPE AND MANHOLE TESTING

1.03 REFERENCES A. American Society of Testing and Materials (ASTM): 1. D3034 Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 2. D3212 Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. 3. D2321 Standard Practice for Underground Pipe for Sewers and Other Gravity-Flow Applications 4. D2412 Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading 5. F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. 6. F679 Standard Specification for Poly (Vinyl Chloride) (PVC) Large- Diameter Plastic Gravity Sewer Pipe and Fittings.

1.04 SUBMITTALS A. Submit as specified in SECTION 01300 – SUBMITTALS. B. Include, but not limited to, product data for the following: 1. Pipe, fittings, and accessories to be used. 2. Manufacturer’s report of the test results shall be furnished upon request of the Owner. 3. Manufacturer’s certification shall be submitted indicating that the pipes and fittings were manufactured, sampled, tested, and inspected in accordance with this specification, and has been found to meet the

02624 – 1 of 5 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 minimum requirements. Each certification furnished shall be signed by an authorized agent of the manufacturer.

1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A. Inspect materials delivered to site for damage. B. Store materials with minimum of handling. Store materials on site in enclosures or under protective coverings. Store pipes, joint materials, and rubber gaskets under cover and out of direct sunlight. Materials shall not be directly on the ground. C. Keep interior of pipes and fittings free of dirt and debris. D. Handle pipe, fittings, and other accessories in such manner as to ensure delivery to the trench in sound undamaged condition. Carry, do not drag, pipe to trench.

PART 2 - PRODUCTS

2.01 REQUIREMENTS A. Contractor shall furnish pipe materials, joint types, sizes, and strength classes indicated and specified. Higher strengths may be furnished at the Contractor’s option at no additional cost to the Owner.

2.02 MANUFACTURER A. The manufacturer shall be experienced in the design, manufacture and commercial supplying of the specific material.

2.03 INSPECTION AND TESTING A. Inspection and testing shall be performed by the Manufacturer’s quality control personnel in conformance with applicable standards. Testing may be witnessed by Owner, Engineer, or approved independent testing laboratory. The contractor shall provide certified test reports indicating that materials conform to this specification. Testing and testing results shall be within one year of bid date.

2.04 PIPE, FITTINGS, JOINTS, COATINGS A. Pipes and fittings six (6) inch through fifteen (15) inches in diameter shall conform to ASTM D3034, except as otherwise specified herein: 1. Furnish maximum pipe length normally produced by the manufacturer except for fittings and closures.. 2. Pipe shall have an integral wall bell and spigot joint. 3. The minimum pipe wall thickness shall be SDR 26. 4. Joints shall conform to ASTM D3212. Joints shall be push-on type only with the bell-end grooved to receive a gasket. 5. Elastomeric seals (gaskets) shall conform to ASTM F477. Natural rubber gaskets shall not be used.

02624 – 2 of 5 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 6. Fittings (tee or wye connections) suitable for assembly to four (4) inch or six (6) inch building service lines shall be bell-end with a minimum wall thickness conforming to SDR 26. 7. A special design is required for service connections eight (8) inches and larger. Special designs shall be as shown on the Construction Contract Documents. 8. Saddle connections will not be permitted during sewer main installation. B. Pipes and fittings eighteen (18) through (60) inches in diameter shall conform to ASTM F679 except as otherwise specified herein: 1. Furnish maximum pipe length normally produced by the manufacturer except for fittings and closures. 2. Pipe shall have an integral bell gasketed joint to form a water tight seal. 3. Pipe shall have a minimum wall thickness conforming to ASTM F679 (PS115) unless otherwise noted. 4. Joints shall conform to ASTM D3212. Joints shall be push-on type only with the bell-end grooved to receive a gasket. 5. Elastomeric seals (gaskets) shall conform to ASTM F477. Natural rubber gaskets shall not be used. 6. The minimum wall thickness of the fittings shall be the same as the minimum wall thickness of the equivalent size of the pipe as specify in ASTM F679, 7. The minimum pipe stiffness shall be as specified in ASTM F679 (PS115) when tested at 5% deflection datum in accordance with Test method D2412.

PART 3 - EXECUTION

3.01 HANDLING A. Pipe and accessories shall be handled in a manner that will ensure their installation in the work in a sound, undamaged condition. Equipment, tools and methods used in unloading, reloading, hauling and laying pipe and fittings shall be such that the pipe is not damaged. B. Pipe having premolded joints shall be handled in such a manner that no weight, including the weight of the pipe itself, will bear on or be supported by the spigot end or bell end at any time. Pipe and pipe fittings which have been damaged in any way will not be accepted and shall be removed from the project site.

3.02 TRENCHING AND BACKFILL A. Trenching, backfill, compaction, and other efforts related to earthwork shall conform to SECTION 02200 – EARTHWORK.

3.03 PIPE INSTALLATION A. Install pipe and fittings in accordance with the requirements of ASTM D2321 for laying and joining pipe and fittings.

02624 – 3 of 5 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 B. Inspect each pipe and fitting before and after installation. Contractor shall replace all pipe and fittings found defective and remove from site. C. Provide proper facilities for lowering sections of pipe into trenches. D. Lay pipe with the bell ends in the upgrade direction. Adjust spigots in bells to give a uniform space all around. Blocking or wedging between bells and spigots will not be permitted. Replace by one of the proper dimensions, pipe or fittings that do not allow sufficient space for installation of joint material. E. At the end of each work day, close open ends of pipe temporarily with wood blocks or bulkheads. F. Provide batterboards not more than 25 feet apart in trenches for checking and ensuring that pipe invert elevations are as indicated. Laser beam method may be used in lieu of batterboards for the same purpose. G. Pipe shall be protected from lateral displacement by means of pipe embedment material installed as provided in the SECTION 02200 - EARTHWORK. H. Under no circumstances shall pipe be laid in water and no pipe shall be laid under unsuitable weather or trench conditions. I. When jointed in the trench, the pipe shall form a true and smooth line. Pipe shall not be trimmed except for closures and pipe not making a good fit shall be removed.

3.04 ALIGNMENT AND GRADE A. All pipe shall be laid straight between changes in alignment and at a uniform grade between changes in grade. All lines shall be laid so that each section between manholes will lamp. B. Pipe shall be aligned and constructed to grades as shown on the Construction Contract Documents.

3.05 JOINTING A. All instructions and recommendations of the pipe manufacturer, relative to gasket installation and other jointing operations, shall be observed and followed by the Contractor. All joint surfaces shall be heavily lubricated with vegetable soap solution immediately before the joint is completed.

3.06 CUTTING PIPE A. Cutting of pipe shall be done in a neat manner, without damage to the pipe. Pipe cuts shall be smooth, straight and at right angles to the pipe axis. All cutting of pipe shall be done with mechanical pipe cutters of an approved type except that in locations where the use of mechanical cutters would be impracticable, existing pipe may be cut with diamond point chisels, saws, or other tools which will cut the pipe without a damaging impact or shock.

3.07 CLEANING A. The interior of all pipe shall be cleaned of all foreign matter before being installed and shall be kept clean until the work has been accepted. All lumps, blisters and excess coating shall be removed from exterior spigot and interior

02624 – 4 of 5 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 bell surfaces. Such surfaces shall be wired brushed and wiped clean, dry, and free from oil and grease before placing the spigot in the bell. All joint contact surfaces shall be kept clean until the jointing is completed. B. Every precaution shall be taken to prevent foreign material from entering the pipe while it is being installed. No debris, tools, clothing, or other materials shall be placed in the pipe. C. Whenever pipe laying is stopped at the end of the work day, the open end of the line shall be sealed with a watertight plug. Whenever a tie-in to the existing collection system is made, a plug shall be installed in the new line to prevent water and/or debris from entering the existing collection system.

3.08 PIPE EMBEDMENT AND TRENCH BACKFILL A. All pipe embedment and trench backfill shall conform to the SECTION 02200 – EARTHWORK of these specifications and the Construction Contract Documents.

3.09 FIELD QUALITY CONTROL A. All pipelines shall be tested in accordance with SECTION 02702 – SEWER PIPE AND MANHOLE TESTING.

End of Section.

02624 – 5 of 5 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017

DRAINAGE STRUCTURES AND STORM SEWERS

Project Number 89008535

Project Title NE 104th Street Improvements Phase II-A

A. General: Construction, reconstruction, adjustment, or removal of storm sewer structures, pipes and appurtenances shall be in accordance with all applicable standards and specifications of the Public Works Department of the City of Kansas City, Missouri in current usage. All materials and construction shall conform to Section 2600, Storm Sewers, of the "Standard Specifications and Design Criteria," Division II, Construction and Materials Specifications; and the latest KCMO Supplement 2600.

B. Curb Inlet/Drop Inlet and Manhole Adjustment: 1. General: Curb inlets, drop inlets, and manholes indicated by the Engineer to be adjusted shall be brought to the elevation set by the Engineer with brick and mortar construction in accordance with Standard Drawing CI-1, CI-2 and CI-3. Bricks shall conform to ASTM C 32, Grade SM.

2. Construction: The top of the inlet or the ring of the manhole shall be removed to a depth necessary to obtain a good joint between old and new construction and as necessary to remove deteriorated brick and mortar as determined by the Engineer. All portions of the inlet or manhole shall be adjusted and the Contractor shall be responsible for damage to the inlet or manhole during the performance of any work covered in the contract. All brick shall be new and completely saturated with water prior to laying. All mortar shall be of masonry cement and clean, damp sand. All new brick work shall be plastered front and back. The existing tops or ring and cover shall be salvaged and reused for the adjusted inlet or manhole. If the existing CI top cannot be salvaged, the Contractor shall install new tops as specified in the contract specifications or as directed by the Engineer according to Section 2630 Part. C “Precast Reinforced Concrete Curb Inlet and Top Slab (Replacement)” of the specification.

3. Payment: Payment will be made at the contract unit price per each for the applicable type of adjustment as listed in section 00412 – Unit Prices. Such payment and price shall constitute full compensation for all labor, materials and equipment necessary to complete each item.

C. Precast Reinforced Concrete Curb Inlet Top Slab Replacement: 1. General: Where obsolete cast iron inlet tops are encountered, or as directed by the Engineer, the inlet tops shall be removed and replaced with precast reinforced concrete inlet top slabs and listed in the Proposal. Top slabs shall be and in accordance with Standard Drawing Cl. The

02630 Drainage Structures and Storm Sewers 113001 02630-1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 Contractor shall deliver the obsolete curb inlet tops to the Street Maintenance District 3 Yard at 4725 Coal Mine Road.

2. Payment: Payment will be made at the contract unit bid price per each for each size “Precast Reinforced Concrete Curb Inlet Top Slab Replacement” as listed in section 00412 – Unit Prices. Such payment and prices shall constitute full compensation for all labor, materials and equipment necessary to complete each item.

D. Curb Inlet/Drop Inlet (Grate) Reconstruction or Replacement: 1. General: New curb inlets shall conform to KCMO Standard Plan CI-1, CI-2 or CI-3 and as directed by the Engineer. New drop inlets shall conform to KCMO Standard Plan GI-1

2. Construction: The existing structure currently in place (if one exists) shall be demolished and removed. A new structure shall be constructed the size and type shall be as listed in the Itemized Proposal. The new inlet shall be constructed to match the existing flowlines and grades entering and exiting the structure. Refer to page(s) beginning with 02630-4 of this section for pipe depths, sizes and locations, if available for curb inlets. If it is determined by the Engineer that portion of pipe connected to the structure requires removal, the first eight linear feet of pipe and the connection shall be considered as incidental to the structure. The pipe type and connection type shall be determined by the Engineer. A new curb inlet top slab shall be included in the installation and shall be constructed in conformance with KCMO Standard Plans. The curb inlet top slab shall have a type RC4C (with cam locks) ring and cover.

3. Payment: Payment will be made at the contract unit bid price per each for the applicable type of inlet as listed in section 00412 – Unit Prices. Such payment shall constitute full compensation for all labor, materials and equipment necessary to complete each item including the removal of the existing structure and the complete installation of the new structure and no additional compensation shall be allowed.

E. Curb Inlet/Drop Inlet Removal: 1. General: Where the Contractor is required to remove an existing curb inlet or drop inlet, the Contractor shall completely remove the existing structure unless otherwise specified by the Engineer. All connecting pipe(s) shall be abandoned in place unless otherwise specified. Pipes abandoned in place shall be backfilled with Controlled Low Strength Material (Flowable Backfill). Flowable backfill material shall conform to Section 2602.2G of the “Standard Specification and Design Criteria.” All work shall be performed to the satisfaction of the Engineer.

2. Payment: Payment will be made at the contract unit bid price for the applicable type of inlet removal as listed in section 00412 – Unit Prices. Such payment and prices shall constitute full compensation for all labor, materials and equipment necessary to complete the item.

02630 Drainage Structures and Storm Sewers 113001 02630-2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 F. Pipes: 1. Materials: Pipes shall be ASTM C-76 Class III R.C.P. wall B, or aluminized type II, 2 2/3” x 1/2 corrugated steel pipe, thickness = 0.079", and the pipe shall have helical corrugations. Pipes shall be placed in conformance with 2600 of "Standard Specifications and Design Criteria."

2. Payment: The first 8 linear feet of pipe from the curb inlet necessary to connect into the existing pipe or structure shall be considered incidental to the structure and no additional payments will be allowed.

Payment for pipe beyond 8' from the structure will be made at the contract unit bid price for the applicable type and size of pipe listed in section 00412 – Unit Prices. Such payment shall constitute full compensation for all labor, materials and equipment necessary to complete this item.

G. Connection to Existing Pipes: 1. General: Where the Contractor is required to replace existing pipe, the Contractor shall make a connection between the old and new pipes with a concrete collar. The collar shall be a minimum of 6" thick and 1’ long using MCIB Mix No. A558-1-2 and shall encircle the pipe. The connection should be properly supported to prevent settlement. All work shall be performed to the satisfaction of the Engineer.

2. Payment: No separate payment will be made for this item. All costs for this item shall be considered incidental to the cost of the curb inlet or drop inlet and no additional compensation will be allowed.

H. Flume Replacement/Gutter Drain Extension: 1. General: Where the Contractor is required to remove and existing concrete flume and extend the existing gutter drain, the Contractor shall make the extension as shown on the “Flume Replacement/Typical Gutter Drain Extension Detail” included in section 01115 of this Project Manual. All work shall be performed to the satisfaction of the Engineer.

2. Payment: Payment will be made at the contract unit bid price per each for the “Flume Replacement” as listed in section 00412 – Unit Prices. Such payment constitutes full compensation for all labor, materials and equipment necessary to complete this item.

I. Curb Inlet Sizing: 1. General: The Contractor shall be responsible for verifying the pipe inlet and/or outlet elevations, and the openings for the existing pipe sizes, for the construction of curb inlets as listed above.

2. Payment: No separate payment will be made for the verification of these items as listed above. All cost pertaining thereto shall be included in the contract prices for other items as listed in section 00412 – Unit Prices.

02630 Drainage Structures and Storm Sewers 113001 02630-3 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 SECTION 02702 – SEWER PIPE AND MANHOLE TESTING

PART 1 - GENERAL

1.01 SUMMARY This section covers testing of all sewer pipes and manholes. Sewer pipe materials, installation, pipe trenching, bedding, and backfilling are specified in other sections.

1.02 RELATED SECTIONS A. SECTION 01300 - SUBMITTALS B. SECTION 02505 - STANDARD SPECIFICATION FOR PRIVATE BUILDING SEWERS IN PUBLIC RIGHT-OF-WAY C. SECTION 02620 - DUCTILE IRON PIPE FOR WASTEWATER USE D. SECTION 02623 - GLASS FIBER REINFORCED POLYSTER PIPE E. SECTION 02624 - POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE F. SECTION 02631 - POLYVINYL CHLORIDE (PVC) PRESSURE PIPE G. SECTION 02687 - LASER PROFILE DATA INSPECTION H. SECTION 03362 – MANHOLE REHABILITATION I. SECTION 03370 - SEWER MANHOLE CONSTRUCTION J. SECTION 05010 - MANHOLE CASTINGS

1.03 REFERENCES A. American Society for Testing and Materials (ASTM): 1. C828 Low-Pressure Air Testing of Vitrified Clay Pipe Lines. 2. C969 Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines. 3. C1244 Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. 4. F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low- Pressure Air. B. American Water Works Association (AWWA): 1. C600 Installation of Ductile-Iron Water Mains and Their Appurtenances.

1.04 SUBMITTALS A. Submit as specified in SECTION 01300 – SUBMITTALS. B. Prior to commencing with testing, the Contractor shall submit the following to the Owner for approval: 1. Testing plan and procedures. 2. Testing equipment. 3. Testing schedule.

PART 2 - PRODUCTS (Specified in respective Sections, DIVISION 2).

02702 - 1 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017

PART 3 - EXECUTION

3.01 SAFETY A. Perform all work in accordance with applicable OSHA standards.

3.02 FIELD TESTING A. Sewer pipe alignment and grade testing. The alignment, grade and visible defects shall be checked as follows: 1. Visual Internal Inspection: Contractor shall: a. Clean the pipe of excess mortar, joint sealant, dirt and debris prior to inspection with clear water. b. Inspect sewer by flashing a light between manholes and/or by physical passage to determine the presence of any misaligned, displaced, or broken pipe and other defects. c. Correct defects, as required prior to conducting leakage tests. B. Sewer pipe infiltration/exfiltration testing: 1. Hydrostatic or air pressure tests shall be conducted on sewers before acceptance by the Owner. The Contractor shall provide water and all equipment required to perform testing, including necessary piping connections, test equipment, water meter, pressure gauges, bulkheads, and all miscellaneous items required. The infiltration/exfiltration shall not exceed (50) gallons per day per inch of nominal diameter per mile of sewer line for any section of the system. 2. Contractor shall conduct initial test on first section of pipe laid by each crew and test shall include a minimum of 10 lengths of pipe but not to exceed 300 feet. Sewer pipe infiltration/exfiltration testing shall be performed prior to backfilling. Contractor shall satisfactorily complete test before crew is permitted to continue pipe installation. 3. Infiltration: Where sewers are laid within the ground water table, infiltration testing shall be conducted. Where evidence of infiltration is discovered by the Owner, the Contractor shall install weirs or other suitable flow rate measuring devices adequate to determine to the satisfaction of the Owner that the specified infiltration limit is not exceeded for that reach of gravity sewer. Where the specified infiltration limit is exceeded, the Contractor shall repair or replace the defective reach of pipeline at no additional cost to the Owner. Following repair of the pipeline, the Contractor shall re-measure infiltration flow rates and make additional repairs until an acceptable infiltration flow rate is achieved. 4. Exfiltration: Exfiltration tests shall be performed by the Contractor using one or a combination of methods as set forth below. The required air pressure and/or exfiltration testing shall be successfully performed on carrier conduits prior to filling the void between the casing and the carrier conduits with sand or the sealing of the ends of the casing conduits. a. Hydrostatic Tests for Gravity Systems:

02702 - 2 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 a) Test section shall be filled not less than twelve (12) hours prior to testing. Refill test section prior to performing test. b) Perform at depths of water as measured above center line of pipe of not less than 4 feet or more than 10 feet (consideration shall be given for water table above said centerline). Maintain test as necessary to locate all leaks but not less than two hours. c) Protect manholes and other structures by means of bulkheads to prevent bursting pressures from being applied inside the structure. b. Hydrostatic Tests for Pressure Systems: a) Conformance Procedure: Perform hydrostatic pressure and leakage tests. Conform to AWWA C600 procedures as modified herein. Tests shall apply to all pressure sewers. b) Sectionalizing: Test in segments between sectionalizing valves, between a sectionalizing valve and a test plug, or between test plugs. Contractor shall furnish and install test plugs at no additional cost to the Owner, including all anchors, braces, and other devices to withstand hydrostatic pressure on plugs. Contractor shall be responsible for any damage to public or private property caused by failure of plugs. Limit fill rate of line to available venting capacity. Fill rate shall be regulated to limit velocity in lines when flowing full to not more than 0.05 to 1.0 fps. c) Pressure Test: Conduct at 1.5 times maximum operating pressure determined by the following formula, but not less than 100 psi : Ppt = (1.5) (.433) (OP-GE), in which Ppt = test pressure in psi at gauge elevation OP = operating pressure in feet as indicated for highest elevation of the hydraulic gradient on each section of the line. GE = elevation in feet at center line of gauge. Perform pressure tests satisfactorily prior to determining leakage. d) Leakage Test: Conduct at maximum operating pressure as determined by the following formula for a minimum of two hours: Pit = 0.433 (OP-GE), in which Pit = test pressure in psi at gauge elevation OP and GE - as defined above All joints shall be watertight and free from leaks. e) Owner shall witness pressure and leakage test. c. Air Testing of Gravity Systems: a) Each section of gravity pipeline between manholes and/or struc- tures after backfill shall be tested as outlined below. b) Contractor shall furnish all facilities required including necessary piping connection, test pumping equipment, pressure gauges, bulkheads, regulator to avoid over pressurization, and all miscellaneous items required. c) The pipe plug for introducing air to the sewer line shall be equipped with two taps. One tap will be used to introduce air into the line being tested through suitable valves and fittings, so that the

02702 - 3 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 input air may be regulated. The second tap will be fitted with valves and fittings to accept a pressure test gauge indicating internal pressure in the sewer pipe. Additional valve and fitting will be incorporated on the tap used to check internal pressure so that a second test gauge may be attached to the internal pressure tap. The pressure test gauge valve may also be used to indicate loss of air pressure due to leaks in the sewer line. d) The pressure test gauge shall meet the following minimum specifications: Size (diameter) 4-1/2 inches Pressure Range 0-15 psi Figure Intervals 1 psi increments Minor Subdivisions 0.05 psi Pressure Tube Bourdon Tube or diaphragm. Accuracy +/-0.25% of maximum scale Dial White coated aluminum with black lettering, 270degree arc and mirror edge. Pipe Connection Low male 1/2 inch N.P.T. Calibration data will be supplied with all pressure test gauges. Certification of pressure test gauge will be required from the gauge manufacturer. This certification and calibration data will be available to the Owner whenever air tests are performed. e) Plug ends of line and cap or plug all connections to withstand internal pressure. One of the plugs provided must have two taps for connecting equipment. After connecting air control equipment to the air hose, monitor air pressure so that internal pressure does not exceed 5.0 psig. After reaching 4.0 psig, throttle the air supply to maintain between 4.0 and 3.5 psig for at least two (2) minutes in order to allow equilibrium between air temperature and pipe walls. During this time, check all plugs to detect any leakage. If plugs are found to leak, bleed off air, tighten plugs, and again begin supplying air. After temperature has stabilized, the pressure is allowed to decrease to 3.5 psig. At 3.5 psig, begin timing to determine the time required for pressure to drop to 2.5 psig. If the time, in seconds, for the air pressure to decrease from 3.5 psig to 2.5 psig is greater than that shown in the table below, the pipe shall be presumed free of defects.

Minimum Test Times in Plastic Pipe Pipe Minimum Length for Time for Diameter Time Minimum Longer Length (in) (min:secc) Time (ft) (sec)

4 3:46 597 .380 L 6 5:40 398 .854 L

02702 - 4 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 8 7:34 298 1.520 L 10 9:26 239 2.374 L 12 11:20 199 3.418 L 15 14:10 159 5.342 L 18 17:00 133 7.692 L 21 19:50 114 10.470 L 24 22:40 99 13.674 L 27 25:30 88 17.306 L 30 28:20 80 21.366 L 33 31:10 72 25.852 L 36 34:00 66 30.768 L 42 39:48 57 41.883 L 48 45:34 50 54.705 L 54 51:02 44 69.236L 60 56:40 40 85.476L

L = Total Length

If air test fails to meet above requirements, repeat test as necessary after all leaks and defects have been repaired and backfilled.

Before the manhole vacuum test is performed and in areas where ground water is known to exist, install a one-half inch diameter capped pipe nipple, approximately 10" long, through manhole wall above one of the sewer lines entering the manhole. This shall be done at the time the sewer is installed. Immediately prior to the performance of the line acceptance test, ground water level shall be determined by removing pipe cap, blowing air through pipe nipple into the ground so as to clear it, and then connecting a clear plastic tube to pipe nipple. The hose shall be held vertically and a measurement of height in feet of water shall be taken after the water stops rising in this plastic tube. The height in feet shall be divided by 2.3 to establish the pounds of pressure that will be added to all readings. If the air pressure required for the test is greater than 9 psig, the air test method will not be allowed. Instead, an infiltration test shall perform by Contractor. (In lieu of the above paragraph, the Contractor may install a monitoring well to measure the height of the ground water prior to air testing. The monitoring well shall be sized to allow measurement of the ground water from the surface and extend into the granular pipe bedding. The monitoring well shall be removed in a manner acceptable to the Owner.) f) If Polyvinyl Chloride (PVC) gravity sewer pipe is used it shall be air-tested in accordance with the requirements of ASTM F1417. C. Sewer pipe deflection testing: 1. After backfill has been in place 30 days, and prior to acceptance of the 02702 - 5 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 Work, each segment of flexible pipelines shall be tested for excessive deflection by pulling a mandrel through the entire length thereof, or by other methods acceptable to Owner. At the Contractor’s option, the segments of sewer may be tested after backfill is completed, but will be required to retest after thirty (30) days. 2. The mandrel device shall be cylindrical in shape and constructed with nine (9) evenly spaced arms or prongs. Mandrels with fewer arms will be rejected as not sufficiently accurate. The dimensions of the mandrel shall be as listed in the accompanying table. The "D" mandrel dimension shall carry a tolerance of + or - 0.01 inch. Allowances for pipe wall thickness tolerances or ovality (from heat, shipping, poor production, etc.) shall not be deducted from the "D" dimension but shall be counted in as a part of the five (5) percent or lesser deflection allowance. Contact length (L) shall be measured between points of contact on the mandrel arm. The length shall not be less than as shown in the accompanying table.

Nominal Diameter Mandrel Length Mandrel Diameter (inches) (inches) (inches)

8 12 7.6 10 12 9.50 12 12 11.40 15 12 14.25 18 15 17.10 21 16 19.67 24 18 22.13

3. The Contractor shall be responsible for approving the mandrel. Proving rings shall be used to verify this. 4. The mandrel shall be hand-pulled by the Contractor through all flexible sewer lines. Any sections of sewer not passing the mandrel test shall be uncovered and the Contractor, at no additional cost to the Owner, shall repair or replace the sewer to the satisfaction of the Engineer. These repaired segments shall be re-tested by the Contractor. 5. All pipe having a diameter larger than twenty four (24) inches shall be Laser Profiled in accordance with SECTION 02687 – LASER PROFILE DATA INSPECTION.

D. Manhole testing: 1. All manholes shall be tested for infiltration/exfiltration by one of the two methods described herein. All vacuum testing shall be performed in the presence of the Owner or Owner’s Representative. Notification by the Contractor to the Owner shall be made 5 days in advance of testing. All visible leaks shall be repaired by the Contractor prior to testing and during the warranty period.

02702 - 6 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 2. Infiltration/Exfiltration Testing: Testing shall be performed using the following guidelines. a. Method 1 shall be required on new manholes with main line diameter of less than 42 inches. b. Method 1 shall be required on rehabilitated manholes with main line diameter of 15 inches or less. Manholes shall be rehabilitated in accordance with SECTION 03362 – MANHOLE CEMENTITIOUS LINER. c. Method 2 shall be required on manholes that do not meet the requirements of SECTION 3.02.D.2.a and b. 3. Prior to payment for manhole rehabilitation, all manholes shall pass the applicable test, as identified in this specification.

Method 1: Vacuum Testing Contractor shall perform and pass a vacuum test witnessed by Owner or Owner Representative.

The initial vacuum test on new manholes or structure shall be conducted prior to backfilling. Vacuum testing after backfilling should be performed only after a successful non-backfill test has been completed. The Contractor shall not vacuum test backfilled manholes in the presence of ground water.

All pipes entering the manhole shall be plugged at least eight (8) inches into the sewer pipe. The plug must be inflated at a location beyond the manhole/pipe gasket.

All plugs shall be adequately braced to prevent the plug or pipe from being dislodged and drawn into the manhole.

A vacuum of at least 10-1/2 inches of mercury shall be drawn on the manhole. The valve on the vacuum line to the manhole shall be shut and the vacuum line disconnected. The vacuum line valve shall be opened and the vacuum adjusted to 10 inches of mercury.

The pressure gauge shall be liquid filled having a 3.5 inch diameter face with a reading from zero to 30 inches of mercury. The test equipment shall be capable of having two gauges connected. The gauge supplied with the test equipment shall match the reading of a gauge furnished by the Owner.

The time for the vacuum reading to drop from 10 inches of mercury to 9 inches of mercury shall not be less than the following values for the manhole to be considered as passing the vacuum test:

Manhole Time in Depth Minutes

02702 - 7 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 10 feet or less 2 10.1 to 15 feet 2.5 15.1 to 25 feet 3

If a manhole fails the vacuum test, the manhole shall be repaired with an Owner approved rehabilitation product and retested. This procedure shall be continued until the manhole successfully passes the vacuum test.

Method 2: Three Dimensional Scan The contractor shall inspect the manhole with a Three Dimensional Optical Manhole Scanner (color) identifying all defects based on MACP criteria and provide an MACP report complete with pre and post point cloud measurements to show estimated loss of cross section in the rehabilitated manhole.

Rehabilitated manholes shall require pre-rehabilitation and post-rehabilitation Three Dimensional Scan inspections, complete with pre-rehabilitation and post- rehabilitation point cloud measurements to show estimated loss of cross section in the rehabilitated manhole.

The scanner shall be as manufactured IBAK SI, or engineer preapproved equal. Scanner Camera system shall meet the following: a. Scanner must be specifically designed and developed for use in manholes. b. Scanner must use high-resolution digital still cameras. Systems using video cameras will be deemed unacceptable. c. Cameras must be able to capture a minimum of 3000 lines of vertical resolution. d. Scanner must be 100% digital technology. Analog cameras that transfer data over coax or twisted pair will be deemed unacceptable. e. The scanner must be able to adequately inspect manholes, vaults, or similar from 16” diameter to 120” in diameter or square, without the need of additional light sources. f. Scanner must be able to capture images of the manhole wall while moving in the manhole at a speed of greater than 1 foot per second. Each frame can have no more than .007” of horizontal motion blur. g. Scanner must be able to capture images 100% of the interior manhole wall without gaps. h. Scanner must have a built in gyro stabilizing system to automatically align upward and downward images regardless of axial spin while lowering or retrieving the scanner in manholes.

Scanning Software shall meet the following: a. Software shall be able to provide a live view of both the upward or downward camera of the scanner. b. User shall be able to pan and tilt up to 185º, zoom, and correct lighting in the live image of both the front and rear camera.

02702 - 8 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 c. User shall be able to generate a geometric point cloud of the entire manhole surface so that detailed measurements can be taken of any feature inside of the manhole. d. Software shall be able to automatically measure the diameter or the width and length of the profile of the manhole automatically at any point in the horizontal plane throughout the manhole depth. e. Geometric point cloud data shall be able to be exported into a DXF file format for import in to computer aided design software (CAD). f. Software shall be able to record both the upward and downward camera’s images in a single file. g. Upon completion of the inspection of the manhole, the software will generate a file that will allow the user to utilize a virtual camera to pan and tilt anywhere within the manhole depth. The user shall be able to use a computer mouse to move and stop anywhere in the manhole, turn a full circle on any axis, and zoom as if the user was using a real pan & tilt camera. h. Virtual camera perspective view shall have a minimum of 500 lines of vertical resolution. i. Upon completion of the inspection of the manhole, the software will generate an unfolded view of the sidewalls that can either be spit anywhere in the radius of the manhole. j. Unfolded view resolution shall be no less than 3000 vertical lines. k. User shall have the ability to measure features in the unfolded view in either inches or millimeters. l. Unfolded view shall have the ability to zoom to 6X with a resolution in the zoom window of no less than 500 lines of vertical resolution. m. Software shall have the ability to capture a Windows AVI file of moving defects at a frame rate of 8 frames per second. n. Software shall include help files to basic software operation.

Viewer Software shall meet the following: a. Viewer software shall be freely distributed software that does not require a license to operate. b. Viewer software shall be able to operate without the need of installation on the host computer’s hard disk. The viewer software shall be able to run directly from a CD or DVD. c. Software shall allow user to view 100% of the interior manhole walls in a perspective view by use of a virtual camera that allows the user to act as if they are using a real pan and tilt camera. The computer mouse shall give control for forward and reverse direction and for full 360º pan and 360º tilt. The mouse with interaction with the keyboard shall provide zoom functions as well as gamma control. The “space” key shall bring the camera back to home position. d. Software shall be able to generate an unfolded view of the entire manhole with a visual scale of clock position and distance. The used shall be able to use the mouse to scroll on the distance of the manhole features, measure defects, and zoom.

02702 - 9 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 e. User shall be able to view a geometric point cloud of the entire manhole surface so that detailed measurements can be taken of any feature inside of the manhole. f. Software shall be able to automatically measure the diameter or the width and length of the profile of the manhole automatically at any point in the horizontal plane throughout the manhole depth. g. Geometric point cloud data shall be able to be freely orbited in the X, Y, or Z axis by using a computer mouse, as well be able to choose a side or top view for quick orientation. h. Geometric point cloud data shall be able to be sliced in either the X or Y axis to remove selected data to view any cross-sectional area. i. Software shall include help files to basic software operation.

All defects identified by the post rehabilitation three dimensional scan shall be repaired with an Owner approved rehabilitation product and rescanned. This procedure shall be continued until all defects have been repaired and meets Owner’s standards of quality.

End of Section.

02702 - 10 of 10 Project No. 89008535 Revised 05/23/2016 NE 104th Street Improvements Phase II-A December 2017 02740 FLEXIBLE PAVEMENT 02740-1

A. General 1. This section governs all the work and materials necessary for the construction of asphaltic concrete pavements. 2. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standard Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specifications will be hereinafter referred to as "APWA-KCMO." 3. All work included in this Section shall conform to APWA-KCMO 2200. 4. Asphaltic concrete mixes shall conform to APWA-KCMO 2205. Base course shall be Type 1-01; surface course and wedging shall be Type 5-01. 5. Surface course and wedging shall be virgin asphalt. 6. Recycled asphalt may be used for the base course.

B. Measurement 1. In those areas where additional pavement is being replaced as called out on the plan, the length and width of the work will be measured to the nearest foot and converted to the nearest 0.1 square yard for payment.

C. Payment 1. “Asphaltic Concrete Base”, “Asphaltic Concrete Surface”, (Type 1-01), (Type 5- 01) will be paid for at the Contract Unit Price as listed in Section 00412, Bid Form-Unit Prices. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the item.

END OF SECTION

02740 Flexible Pavement 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017

02770 CURBS AND GUTTERS 02770-1

A. General 1. This section covers the construction of concrete PCC Curb or Curb and Gutter as indicated in the Contract Documents. 2. Concrete Curb or Curb and Gutter construction shall conform to APWA-KCMO 2209 and Standard Drawing “C”, Type CG-1. 3. Where existing pavement is damaged during curb replacement construction work, pavement will be sawed parallel to the gutter and replaced in accordance with Section 02745, Street Cut Restoration.

B. Curb Inlets Throats 1. Curb inlet throats shall have a steel frame and shall be setback one foot in conformance to KCMO Standard Drawing “CI-1, Curb Inlet”, Type 1.

C. Measurement 1. All curb and gutters will be measured to the nearest foot along the curb face. Measurement shall be carried through inlet transitions but not through drive aprons unless complete separation of curb and gutter is carried continuously across the apron. Concrete curb inlet throats shall be measured as curb.

D. Payment 1. Payment shall be made at the Contract Unit Price as listed in the Section 00412, Bid Form-Unit Prices. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the item. 2. No separate payment shall be made for any overlays necessary to bring the asphalt to the same grade as the new curb, or for replacing asphalt damaged or removed during curb construction.

END OF SECTION

02770 Curbs and Gutters 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02775 SIDEWALKS, DRIVEWAYS AND CURB RAMPS 02775-1

A. General 1. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association (APWA), Standard Specifications and Design Criteria apply as amended and supplemented by the Department of Public Works of the City of Kansas City, Missouri (KCMO). Sections of said Specifications will be hereinafter referred to as "APWA-KCMO."

B. PCC Sidewalks 1. PCC Sidewalks shall conform to APWA-KCMO 2301. 2. The CONTRACTOR shall protect the newly placed sidewalk until the concrete has reached a compressive strength of 3,000 psi as evidenced by the breaking of laboratory test cylinders. 3. During construction, care shall be taken to ensure public safety along the sidewalk. 4. Portland Cement Concrete sidewalk shall be a minimum of four (4) inches thick and shall conform to the requirements of APWA-KCMO “SW-1”. The CONTRACTOR shall be responsible for the cost of providing fill material consisting of untreated compacted aggregate within the top six (6) inches of sub- grade. During construction, care shall be taken to ensure public safety along the sidewalk. Minor variations in alignment shall be permitted on all sidewalk locations to save some trees and other structures of permanent nature. All curb boxes, tile covers and meter-pit covers shall be adjusted to grade and movable portions shall be left free and clean.

C. Joints 1. All expansion and contraction joints shall be reconstructed and all catch basins, poles, fire hydrants, manholes and fire alarm bases shall be adjusted to grade and boxed in with expansion joints. Expansion material shall be located as directed by the Engineer. Wherever possible, the expansion joints shall be located in lieu of other joints giving the sidewalk an appearance of continuity. Expansion joints shall be constructed where the new sidewalk abuts existing sidewalk, curb or driveways. 2. Flume joints shall be on four-foot centers with none being an expansion joint. Curb joints shall be on ten-foot centers with expansion joints at the beginning radii points.

D. PCC Driveways 1. PCC Driveways shall conform to APWA-KCMO 2301. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association, Standard Specification and Design Criteria (APWA) as amended and supplemented by the City of Kansas City Missouri Public Works Department apply, unless otherwise specified.

02775 Sidewalks, Driveways and Curb Ramps 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02775 SIDEWALKS, DRIVEWAYS AND CURB RAMPS 02775-2

2. Where street pavement is damaged during driveway replacement construction work, pavement will be sawed parallel to the gutter and patched with asphalt concrete. 3. PCC driveways removed or damaged by this construction shall be repaired or replaced to the physical outline existing prior to the sewer construction. All replacements shall be 6” concrete and shall otherwise be in conformance with the Standard Specifications and Standard Drawings for the appropriate type of driveway. 4. Existing sanitary sewers shall be raised to match the new grade of the driveway approach and transition slab. The manhole casting shall be adjusted in conformance with APWA-KCMO 2604.

E. Gravel Access Drives 1. Gravel Access Drive materials shall conform to MoDOT Section 1006 Aggregate for surfacing Grade A.

F. Payment 1. Payment will be made at the Contract Unit Price as listed in Section 00412, Bid Form-Unit Prices. Such payment and price shall constitute full compensation for all labor, materials, and equipment necessary to complete the item. 2. All work, equipment and materials associated with the construction of the Concrete Driveway (6") (MCIB WA610) will be paid for as Concrete Driveway (6") (MCIB WA610) by the square yard (unless noted otherwise). 3. All work, equipment and materials associated with the construction of the Concrete ADA Sidewalk Ramp (6") will be paid for as Concrete ADA Sidewalk Ramp by the square foot (unless noted otherwise). 4. All work, equipment and materials associated with the construction of the Concrete Sidewalks (4") will be paid for as Concrete Sidewalks (4") by the square foot (unless noted otherwise). 5. All work, equipment and materials associated with the construction of the Gravel Drive (6”) will be paid for as Gravel Drive (6” Modot Type 1).

END OF SECTION

02775 Sidewalks, Driveways and Curb Ramps 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02820 POSTS, TRAFFIC SIGN 02820-1

A. General 1. Steel: Steel post shall conform to the standard specification for hot rolled carbon sheet steel, structural quality, ASTM designation A570, Grade 50. Average minimum yield strength after cold forming shall be 60,000 psi. 2. Shape: The cross section of the post shall be square tube formed or 12 gauge (0.105 U.S.S. gauge) steel, rolled to size and shall be scared to agree with corner radii. 3. Finish: Signpost shall be manufactured from hot-dipped galvanized steel conforming to ASTM A653, G90, Structural Quality, Grade 50, Class 1. The steel shall also be coated with chromate conversion coating and a clear organic polymer topcoat. Both interior and exterior of the post shall be galvanized. 4. Perforated sign post shall be the following size: a. Holes shall be 7/16+ 1/16 inches in diameter on one(1) inch centers on all four side down the entire length of the post. On square tubing, holes shall be on centerline if each side in the true alignment and opposite each other directly and diagonally. b. The length of each post shall have a permissible length tolerance of + ¼”. 5. The finished posts shall be straight and have a smooth, uniform finish. It shall be possible to telescope all consecutive sizes of square tubes freely and for not less than ten feet of their length without necessity of matching any particular face to any other face. All holes and ends shall be free from burrs and ends shall be cut square. 6. Tolerances on outside sizes: Outside Tolerances at All Sides Nominal Outside Dimensions at Corners 2” x 2” +0.008” Note: Measurements from outside dimensions shall be made at least 2 inches from the end of the tube. The permissible wall thickness tolerance variation shall be 0.011”,-0.005. Measured at the center of the flat sides, tolerance in + 0.010, determined at the corner. Permissible variation in straightness shall be considered to fail if its sides are not 90 degrees to each other within the square tolerance listed below.

Nominal Outside Twist Permissible Dimensions Square Tolerance in 3” Length 2” x 2” +0.012” 0.062”

Permissible variation in straightness is 1/16th of and inch in 3 feet. Standard outside corner radius shall be 5/23 of an inch + 1/64th inch.

02820 Posts, Traffic Sign 1 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02820 POSTS, TRAFFIC SIGN 02820-2

The square end of the post shall not be modified or pointed, but shall be capable of being driven into the ground by the using agency with the use of an approved driving cap. Mount (or remount) signs at location and height compliant with the current version of MUTCD. Quantity Posts, per each includes the sign post, sign post anchor and anchor sleeve.

B. Measurement and Payment 1. Measurement All Quantity Measurements will be made at the unit as listed in section 00412, Bid Form-Unit Prices. 2. Payment Payment will be made at the contract unit price as listed in section 00412, Bid Form-Unit Prices. Payment shall constitute full compensation for labor, materials, and equipment necessary to complete the item. No separate payment will be made for relocating posts and must be approved by engineer to be used.

END OF SECTION

02820 Posts, Traffic Sign 2 of 2 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02891 TRAFFIC SIGNS 02891-1

A. General 1. The CONTRACTOR shall relocate traffic signs shown on plans. The CONTRACTOR shall carefully remove signpost, where necessary, for signs shown to on plans to be relocated. During the time the signs are down, the CONTRACTOR shall be responsible for taking reasonable care of signs. Damage to the signs during construction may necessitate the CONTRACTOR to purchase replacements from the Street and Traffic Division. 2. New Signs will be ordered and placed at locations shown on plans. Final locations will be approved by the engineer.

B. Measurement and Payment 1. Measurement: All Quantity Measurements will be made at the unit as listed in section 00412, Bid Form-Unit Prices. 2. Payment: Payment will be made at the contract unit price as listed in section 00412, Bid Form-Unit Prices. Payment shall constitute full compensation for labor, materials, and equipment necessary to complete the item. No separate payment will be made for relocating signs.

END OF SECTION

02891 Traffic Signs 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02930 SEEDING, FERTILIZING AND MULCHING 02930-1

A. General 1. This work shall consist of required seeding, fertilizing and mulching to restore that area shown on the plans that will be disturbed for construction purposes. All work shall be done in accordance with Section 2400 and 5107 of the “Standard Specifications and Design Criteria” of the City of Kansas City and as approved by the Engineer.

B. Submittals 1. Material for seed, fertilizer and mulch samples shall be submitted as required by the Engineer before starting the work. Mulches may be hay, straw fiber mats, netting wood cellulose, corn or tobacco stalks, bark, corn cobs, wood chips, cereal grasses, or other suitable material acceptable to the Engineer and shall be reasonably clean and free of noxious weeds and deleterious materials.

C. Measurement and Payment 1. The accepted quantity of seeding, fertilizing and mulching material furnished and installed complete in place will be measured to the nearest 0.01 acres and paid at the contract unit price per acre as listed in Bid Form-Unit Prices. Payment shall constitute full compensation for labor, materials, and equipment necessary to complete the item.

END OF SECTION

02930 Seeding, Fertilizing and Mulching 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017 02960 RIPRAP 02960-1

A. General 1. This work shall consist of required furnishing and placement of an approved permanent Riprap placed over filter fabric, areas shown on the erosion plans. All work shall be done in accordance with Section 2605 the “Standard Specifications and Design Criteria” of the City of Kansas City and as approved by the Engineer. Filter Fabric shall for erosion control furnished and installed in accordance with Section 2605.

B. Submittals 1. Material for Riprap and Filter Fabric placement shall be submitted as required by the Engineer before starting the work.

C. Measurement and Payment 1. The accepted quantity of Riprap furnished and installed complete in place will be measured to the nearest square yard and paid at the contract unit price as listed in Bid Form-Unit Prices. No separate payment will be made for Filter Fabric all cost pertaining thereto shall be included in Contract Unit Price Riprap. Payment shall constitute full compensation for labor, materials, and equipment necessary to complete the item.

02960 Riprap 1 of 1 Project No. 89008535 NE 104th Street Improvements Phase II-A December 2017