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DIVISION I GENERAL PROVISIONS1 GENERAL

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2 BIDDING

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3 CONTRACT AWARD AND EXECUTION

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4 SCOPE OF WORK

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5 CONTROL OF WORK

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6 CONTROL OF MATERIALS

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7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

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8 PROSECUTION AND PROGRESS

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9 PAYMENT

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DIVISION II GENERAL CONSTRUCTION10 GENERAL

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11 QUALITY CONTROL AND ASSURANCE

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12 TEMPORARY TRAFFIC CONTROL

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13 WATER POLLUTION CONTROL

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14 ENVIRONMENTAL STEWARDSHIP

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15 EXISTING FACILITIES

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DIVISION III GRADING16 CLEARING AND GRUBBING

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17 WATERING

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18 DUST PALLIATIVE

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19 EARTHWORK

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20 LANDSCAPE

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21 EROSION CONTROL

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22 FINISHING ROADWAY

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23 RESERVED

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DIVISION IV SUBBASES AND BASES24 STABILIZED SOILS

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25 AGGREGATE SUBBASES

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26 AGGREGATE BASES

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27 CEMENT TREATED BASES

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28 CONCRETE BASES

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29 TREATED PERMEABLE BASES

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30–36 RESERVED

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DIVISION V SURFACINGS AND PAVEMENTS37 BITUMINOUS SEALS

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38 RESERVED

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39 HOT MIX ASPHALT

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40 CONCRETE PAVEMENT

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41 CONCRETE PAVEMENT REPAIR

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42 GROOVE AND GRIND CONCRETE

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43–45 RESERVED

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DIVISION VI STRUCTURES46 GROUND ANCHORS AND SOIL NAILS

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47 EARTH RETAINING SYSTEMS

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48 TEMPORARY STRUCTURES

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49 PILING

Add to section 49-1.03:Expect difficult pile installation due to the conditions shown in the following table:

Pile locationConditionsBridge no. Support location

Replace"Reserved" in section 49-3.02A(4)(b) with:Schedule and hold a preconstruction meeting for CIDH concrete pile construction (1) at least 5 business days after submitting the pile installation plan and (2) at least 10 days before the start of CIDH concrete pile construction. You must provide a facility for the meeting.

The meeting must include the Engineer, your representatives, and any subcontractors involved in CIDH concrete pile construction.

The purpose of this meeting is to:

1. Establish contacts and communication protocol between you and your representatives, any subcontractors, and the Engineer

2. Review the construction process, acceptance testing, and anomaly mitigation of CIDH concrete piles

The Engineer will conduct the meeting. Be prepared to discuss the following:

1. Pile placement plan, dry and wet2. Acceptance testing, including gamma-gamma logging, cross-hole sonic logging, and coring3. Pile Design Data Form4. Mitigation process5. Timeline and critical path activities6. Structural, geotechnical, and corrosion design requirements7. Future meetings, if necessary, for pile mitigation and pile mitigation plan review8. Safety requirements, including Cal/OSHA and Tunnel Safety Orders

Add to section 49-3.02B(6)(c):The synthetic slurry must be one of the materials shown in the following table:

Material ManufacturerSlurryPro CDP KB Technologies Ltd.

3648 FM 1960 West, Suite 107Houston, TX 77068

(800) 525-5237Super Mud PDS Company

c/o Champion Equipment Company8140 East Rosecrans Ave.

Paramount, CA 90723(562) 634-8180

Shore Pac GCV CETCO Drilling Products Group1350 West Shure Drive

Arlington Heights, IL 60004(847) 392-5800

Terragel or Novagel Polymer

Geo-Tech Drilling Fluids220 N. Zapata Hwy, Suite 11A

Laredo, TX 78043(210) 587-4758

Use synthetic slurries in compliance with the manufacturer's instructions. Synthetic slurries shown in the above table may not be appropriate for a given job site.

Synthetic slurries must comply with the Department's requirements for synthetic slurries to be included in the above table. The requirements are available from the Offices of Structure Design, P.O. Box 168041, MS# 9-4/11G, Sacramento, CA 95816-8041.

SlurryPro CDP synthetic slurry must comply with the requirements shown in the following table:

SLURRYPRO CDPProperty Test Value

Density Mud Weight (density),API 13B-1,section 1

During drilling ≤ 67.0 pcfa

Before final cleaning and immediately before placing concrete

≤ 64.0 pcfa

Viscosity Marsh Funnel and Cup.API 13B-1, section 2.2During drilling 50–120 sec/qt


≤ 70 sec/qt

pH Glass electrode pH meter or pH paper

6.0–11.5

Sand content, percent by volume Sand,API 13B-1, section 5Before final cleaning and immediately

before placing concrete≤ 0.5 percent

aIf authorized, you may use slurry in salt water. The allowable density of slurry in salt water may be increased by 2 pcf.Slurry temperature must be at least 40 degrees F when tested.

Super Mud synthetic slurry must comply with the requirements shown in the following table:

SUPER MUDProperty Test Value

Density Mud Weight (Density),API 13B-1,section 1



≤ 64.0 pcfa



≤ 60 sec/qt


8.0–10.0




Shore Pac GCV synthetic slurry must comply with the requirements shown in the following table:

SHORE PAC GCVProperty Test Value




≤ 64.0 pcfa



≤ 57 sec/qt


8.0–11.0




Terragel or Novagel Polymer synthetic slurry must comply with the requirements shown in the following table:

TERRAGEL OR NOVAGEL POLYMERProperty Test Value




≤ 64.0 pcfa



≤ 104 sec/qt


6.0–11.5




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50 PRESTRESSING CONCRETE

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51 CONCRETE STRUCTURES

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52 REINFORCEMENT

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53 SHOTCRETE

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54 WATERPROOFING

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55 STEEL STRUCTURES

Add to section 55-1.02B(6)(a):Zinc coat HS fastener assemblies and other fasteners attached to structural steel. If direct tension indicators are used, all components of these fastener assemblies must be zinc coated by mechanical deposition.

Add to the list in the 11th paragraph of section 55-1.02B(6)(c):5. Seal the perimeters of direct tension indicator gaps with caulking. Caulking must be gray and at least

50 mils thick. Apply caulking before painting.

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56 SIGNS

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57 WOOD AND PLASTIC LUMBER STRUCTURES

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58 SOUND WALLS

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59 PAINTING

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60 RESERVED

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DIVISION VII DRAINAGE61 CULVERT AND DRAINAGE PIPE JOINTS

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62 ALTERNATIVE CULVERTS

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63 RESERVED

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64 PLASTIC PIPE

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65 CONCRETE PIPE

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66 CORRUGATED METAL PIPE

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67 STRUCTURAL PLATE CULVERTS

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68 SUBSURFACE DRAINS

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69 OVERSIDE DRAINS

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70 MISCELLANEOUS DRAINAGE FACILITIES

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71 RESERVED

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DIVISION VIII MISCELLANEOUS CONSTRUCTION72 SLOPE PROTECTION

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73 CONCRETE CURBS AND SIDEWALKS

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74 PUMPING EQUIPMENT AND CONTROLS

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75 MISCELLANEOUS METAL

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76 WELLS

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77 LOCAL INFRASTRUCTURE

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78–79 RESERVED

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80 FENCES

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81 MONUMENTS

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DIVISION IX TRAFFIC CONTROL FACILITIES82 MARKERS AND DELINEATORS

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83 RAILINGS AND BARRIERS

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84 TRAFFIC STRIPES AND PAVEMENT MARKINGS

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85 PAVEMENT MARKERS

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86 ELECTRICAL SYSTEMS

Add to section 86-2.03B:Use sleeve nuts on Type 1-A 1-B standards. The bottom of the base plate must be flush with finished grade.

Add to section 86-2.04A:Where the side tenon detail at the end of the signal mast arm is shown, you may substitute the applicable tip tenon detail.

The sign mounting hardware must be installed at the locations shown.

The sign panels will be Department furnished.

Install non-illuminated street name signs on signal mast arms using a minimum 3/4 by 0.020-inch round edge stainless steel strap and saddle bracket. Wrap the strap at least twice around the mast arm, tighten, and secure with a 3/4-inch stainless strap seal. Level the sign panel and tighten the hardware securely.

Set the Type 1 standards with the handhole on the downstream side of the pole in relation to traffic or as shown.

Replace "Reserved" in section 86-2.04C with:Highway advisory radio poles must be fiberglass-reinforced plastic (FRP) poles as specified.

FRP pole standards must consist of round, FRP poles and bases. FRP poles must be hollow, tapered or with tapered sections, nonconductive, and chemically inert.

FRP pole standards must comply with the details shown and the requirements in "Standard Specifications for Structural Supports for Signs, Luminaires, and Traffic Signals" published by AASHTO, and ANSI Standard: C136.20, "Roadway Lighting Equipment - Fiber-Reinforced Plastic (FRP) Lighting Poles."

For standards described as "Breakaway" type, FRP pole standards must comply with the requirements in National Cooperative Highway Research Program Report 230, "Recommended Procedures for the Safety Performance Evaluation of Highway Appurtenances." Design wind velocity for Highway Advisory Radio standard systems must be 80 mph.

For standards not described as "Breakaway" type, FRP pole standards must not have the machined groove inside the anchor base casting as shown in the "Aluminum Anchor Base Elevation" detail shown.

The poles must withstand the bending strength test load shown in the following table. The poles must withstand this load with the handhole in compression. The poles must not exceed a maximum deflection of 13 percent of the length of the pole above the ground line when subjected to the deflection test load shown in the following table:

Test Load TableStandard type Bending strength test load Deflection test load

Type 15F, Type 15F (Breakaway)

541 lb 361 lb

Type 21F, Type 21F (Breakaway)

576 lb 384 lb

Test loads must be applied under the requirements in Section 12, "Pole Deflection Measurements," of ANSI Standard: C136.20. Poles must be loaded 12 inches below the tip.

FRP pole standards must be the anchor base type unless otherwise designated.

The manufacturer of FRP pole standards must have an approved testing and quality control program on file at METS prior to fabricating pole standards for this Contract.

Submit a certificate of compliance for the pole standards. The certificate must include the date of the certificate, reference project number, manufacturer product catalog number, pole type number, dates of manufacture, and the signature of the manufacturer's management person responsible for the testing and quality control program.

86-2.04C(1) ConstructionPoles must be constructed from UV-resistant resin which must be pigmented light gray and be of uniform color throughout the entire body of the pole. The finish of poles must be smooth.

Each pole must have 3 handholes and handhole covers. The cover over the handhole nearest the base must bear the name of the manufacturer. The handhole covers must be securely attached to the pole with tamper-resistant hardware. The handholes must be located as shown in the plans.

The base must be bonded to the pole with a suitable adhesive and coated with an aliphatic-type acrylic-modified polyurethane finish. For new installations, adapter plates must not be used to attach the pole standards to the foundation.

Direct burial poles must have a 2-by-6-inch nominal size, grommeted conduit/conductor entrance located 24 inches ± 1 inch below finished grade after installation. The entrance must be located directly below the handhole.

The butt end of the direct-burial poles must be flared, or modified by some other acceptable means, to increase the resistance to rotation and pullout and provide additional ground bearing resistance.

Each pole standard must be provided with a removable aluminum or galvanized steel pole top cap.

Each pole standard must have an identification plate complying with section 86-2.04. The identification plate must show the pole standard type, manufacturer's name, manufacturer's part number and the year of fabrication. If the FRP pole standard is a breakaway type, the identification plate must include the word "BREAKAWAY." The plate must be located either on the anchor base or just above the base handhole.

86-2.04C(2) Exterior ProtectionAn aliphatic-type acrylic-modified polyurethane coating must be applied to the exterior of the fiberglass pole. The coating must be semi-gloss, highly weather resistant and light gray in color matching the color of the resin and must have a minimum 3-mil dry film thickness. A 1-quart can of the coating matching the poles must be supplied with each order of poles. The polyurethane coating must be tested for adhesion to the pole surface under the requirements in ASTM D 3359, Method A, and must have a scale rating of 5A. The adhesion testing must be conducted before and after the accelerated weathering evaluation.

The finished surface of the poles must withstand a minimum of 2,500 hours of accelerated weathering when tested under the requirements in ASTM G154, Cycle 2.

After testing, the finished surface of the poles must exhibit the following:

Fiber exposure NoneCrazing NoneChecking NoneChalking Very slightChange in color May dull slightlyPaint adhesion 5A scale rating, per ASTM D 3359,

Method A using Permacel 99 tape.

86-2.04C(3) PackagingEach pole must be spiral wrapped in its entirety with a weatherproof wrap for protection during shipping and storage.

86-2.04C(4) InstallationInstallation and backfilling for direct burial poles must comply with section 86-2.12.

Replace "Reserved" in section 86-2.04D with:Lighting standards fabricated from aluminum may be substituted for steel lighting standards as provided herein:

Steel standard Aluminum equivalentType 15 Type 15AType 15 with slip base Type 15AY (Breakaway)Type 15 with slip base insert Type 15AX (Breakaway)Type 21 Type 21AType 30 Type 30AY (Breakaway)

Aluminum lighting standards must consist of a round, hollow shaft with tapered and nontapered sections, and aluminum mast arms.

86-2.04D(1) FabricationAluminum lighting standards must be pre-approved by METS, Office of Structural Materials, telephone (916) 227-7255, and must comply with the requirements in the AASHTO Manual titled "Standard Specifications for Structural Supports for Signs, Luminaires and Traffic Signals," except as follows:

1. Design wind velocity (v) must be 80 mph.2. Design luminaire size must be 1.6 square foot effective projected area, design weight must be 62 lb.3. Maximum stress produced in the shaft and the mast arm by the dead load (DL) must be limited to 50

percent of the allowable stress for the material used.4. The deflection of the pole shaft top as caused by the dead load (DL) must be limited to a slope

deviation of 0.244 inch in 12 inches, or an angular rotation of 1°10' (1.165°).

For standards described as "Breakaway" type, aluminum lighting standards must comply with the requirements of the listed documents above and the following. Breakaway aluminum lighting standards must comply with the requirements in the National Cooperative Highway Research Program Report 350, "Recommended Procedures for the Safety Performance Evaluation of Highway Appurtenances" for Test Level 3 and be approved by the Federal Highway Administration and the Department. In addition, aluminum lighting standards must comply with the Department's policy for breakaway devices and must be crash tested with actual autos or validated bogie.

86-2.04D(2) Quality ControlThe manufacturer must have a testing and quality control program approved by METS and must submit samples of the base plate and mast arm to METS prior to fabricating the lighting standards for use on this project. Documentation regarding the testing and quality control program and base plate and mast arm samples must be submitted to: METS, Office of Structural Materials. Material, shipping containers, and paperwork must be clearly identified by the County, route, post mile and the Contract number of the project.

Submit a certificate of compliance for the lighting standards. The certificate must also include a copy of applicable test reports on the lighting standards. The test reports must be signed by the manufacturer's management person responsible for the tests.

86-2.04D(3) WeldingWelding must be performed in a shop, using the Gas Metal Arc Welding (GMAW) method with consumable electrode. Filler metal must comply with the requirements in AWS Specification: A5.10. Electrodes must be Alloy 4043.

Welding design and fabrication must comply with the requirements in AWS Specification: D1.2, "Structural Welding Code-Aluminum," with workmanship requirements for Class I Structures.

86-2.04D(4) FoundationsFoundations must comply with the size and requirements for corresponding steel lighting standards as shown.

86-2.04D(5) Mast ArmsMast arms must be fabricated from a 1-piece seamless round tube of Alloy 6063-T4, complying with the requirements in ASTM B 221. Mast arms must be full-length heat-treated after tapering and welding on the mounting plate and 2 NPS slipfitter tenon, to produce a T6 temper. The mast arm slipfitter tenon must project 6 inches to 8 inches for supporting the luminaire.

In addition to the requirements stated above, aluminum mast arms must comply with the requirements in the Aluminum Association's Publication 30, "Specifications for Aluminum Structures." The aluminum mast arm (connected to the pole and with a State-authorized HPS-310 luminaire attached) must withstand 2 million cycles of vertical cyclic loading (3-"G" level, peak-to-peak) with the ballast removed, and 1 million cycles of horizontal cyclic loading (1.5-"G" level, peak-to-peak) with the ballast installed, without any sign of distress.

The mast arms must be bolted to the poles with stainless steel hardware complying with the requirements in ASTM A 193/A 193M, Grade B8, Class 1 (bolts); ASTM A 194/A 194M, Grade 8 (nuts); and ASTM A 240/A 240M and AISI Grade 304 (washers).

The mast arms must have a satin finish accomplished by mechanical rotary grinding. No surface preparation or painting of any type must be required at the time of installation.

86-2.04D(6) PolesThe pole shaft must be made from a 1-piece, seamless, round tube of Alloy 6063-T4, complying with the requirements in ASTM B 221, and must be full-length heat-treated after tapering and welding on the base and handhole reinforcing, of the type specified to produce a T6 temper. After heat treating, each shaft must be straight, with a permissive variation not to exceed 1 inch measured at the midpoint of a 30-foot or a 35-foot pole shaft.

For non-breakaway standards, the base flange for attachment of the shaft to the foundation must be a 1-piece cast socket of Alloy 356-T6, complying with the requirements in ASTM B 26 or B 108. The flange must be joined to the shaft by means of complete circumferential welds, externally at the top of the flange and internally at the bottom of the shaft tube.

Anchor bolt covers must be provided with each standard and must be attached with tamper resistant AISI Grade 304 or 316 stainless steel screws. The screws must fit a threaded hole and must not be self-tapping.

The shafts must have a satin finish accomplished by mechanical rotary grinding. No surface preparation or painting of any type must be required at the time of installation.

Each standard must have a noncorroding metal identification plate complying with section 86-2.04. The identification plate must show the Department's standard type, manufacturer's name, manufacturer's part number and the year of fabrication. If the lighting standard is a breakaway type, the identification plate must include the word "BREAKAWAY." The plate must be located just above the handhole.

Each pole must have a 4" x 6" (nominal) reinforced handhole with cover. The handhole cover must be securely attached to the pole with tamper-resistant AISI Grade 304 or 316 stainless steel hardware.

The handhole must be located in the quadrant as required for the equivalent steel standard, as shown.

The handhole must be located on the side away from the mast arm.

The handhole must be located on the same side as the mast arm.

The conductor/cable opening from the pole to the mast arm must be 1 1/2 inches and must have a metal or rubber grommet, or must be chased, to protect the conductors to be pulled through.

Each pole must have a removable, cast aluminum pole top cap, which is held in place with a minimum of 3 AISI Grade 304 or 316 stainless steel set screws.

86-2.04D(7) GroundingEach standard must be grounded under section 86-2.10. Each shaft must contain an internal lug with a 3/8-inch-diameter hole, drilled and tapped for a AISI Grade 304 or 316 stainless steel screw, for the purpose of attaching a grounding connector.

86-2.04D(8) Dissimilar Metal ConnectionsA suitable noncorrosive galvanic inhibiting compound must be applied to threads and fittings of the ground connection before connections are made.

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DIVISION X MATERIALS87 MATERIALS—GENERAL

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88 GEOSYNTHETICS

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89 RESERVED

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90 CONCRETE

Add to section 90-1.02H:Concrete at ________ is in a corrosive environment.

For concrete at ________, the ratio of the quantity of free water to the quantity of cementitious material must not exceed 0.45.

For concrete at ________, the ratio of the quantity of free water to the quantity of cementitious material must not exceed 0.40.

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91 PAINT

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92 ASPHALTS

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93 LIQUID ASPHALTS

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94 ASPHALTIC EMULSIONS

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95 EPOXY

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96–98 RESERVED

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DIVISION XI BUILDING CONSTRUCTION99 BUILDING CONSTRUCTION

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