Insert Standard Plan List at the Top of This Document

0-SP_A05-20-11

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0-SP. Insert special provisions between corresponding headings and caret separations. Delete headings and carets if you do not insert special provisions between them. Do not use a reserved heading without authorization from the OCCS Chief.

Insert Standard Plan List at the top of this document.

DIVISION I GENERAL PROVISIONS

1 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 CONSTRUCTION

10 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 GRADING

16 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 BASES

24 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 PAVEMENTS

37 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 STRUCTURES

46 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

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Section 49-1.03. Use for expected difficult pile installation and the management of hazardous waste, contaminated materials, and naturally occurring asbestos (including serpentine rock). Use this SSP for all types of pile installation.

Conditions that affect pile installation are soft bay mud overlying dense soils, caving soils, hazardous waste, contaminated materials, naturally occurring asbestos (including serpentine materials), tidal flow fluctuation, high ground water, cobbles and boulders, subsurface concrete debris, low overhead clearance, underground utilities, overhead utilities, the requirements of pile embedment into rock, sound control, vibration monitoring, and traffic control.

Add to section 49-1.03:

1. Insert bridge no. and support locations for difficult pile installation. Be specific for each location.

Expect difficult pile installation due to the conditions shown in the following table:

Pile location / Conditions
Bridge no. / Support location

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Section 49-3.02A(4)(b). Use for CIDH concrete piling.

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 wet

2.Acceptance testing, including gamma-gamma logging, cross-hole sonic logging, and coring

3.Pile Design Data Form

4.Mitigation process

5.Timeline and critical path activities

6.Structural, geotechnical, and corrosion design requirements

7.Future meetings, if necessary,for pile mitigation and pile mitigation plan review

8.Safety requirements, including Cal/OSHA and Tunnel Safety Orders

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Section 49-3.02B(6)(c). Use for CIDH piling at least 24 inches in diameter and 5 feet in length.

Add to section 49-3.02B(6)(c):

The synthetic slurry must be one of the materials shown in the following table:

Material / Manufacturer
SlurryPro CDP / KB Technologies Ltd.
3648 FM 1960 West, Suite 107
Houston, TX 77068
(800) 525-5237
Super Mud / PDS Company
c/o Champion Equipment Company
8140 East Rosecrans Ave.
Paramount, CA 90723
(562) 634-8180
Shore Pac GCV / CETCO Drilling Products Group
1350 West Shure Drive
Arlington Heights, IL 60004
(847) 392-5800
Terragel or Novagel Polymer / Geo-Tech Drilling Fluids
220 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 CDP
Property / 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 2.2
During drilling / 50–120 sec/qt
Before final cleaning and immediately before placing concrete / ≤ 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 5
Before 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 MUD
Property / Test / Value
Density / Mud Weight (Density),
API 13B-1,
section 1
During drilling / ≤ 64.0 pcfa
Before final cleaning and immediately before placing concrete / ≤ 64.0 pcfa
Viscosity / Marsh Funnel and Cup.
API 13B-1, section 2.2
During drilling / 32–60 sec/qt
Before final cleaning and immediately before placing concrete / ≤ 60 sec/qt
pH / Glass electrode pH meter or pH paper / 8.0–10.0
Sand content, percent by volume / Sand,
API 13B-1, section 5
Before 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.

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

SHORE PAC GCV
Property / Test / Value
Density / Mud Weight (Density),
API 13B-1,
section 1
During drilling / ≤ 64.0 pcfa
Before final cleaning and immediately before placing concrete / ≤ 64.0 pcfa
Viscosity / Marsh Funnel and Cup.
API 13B-1, section 2.2
During drilling / 33–74 sec/qt
Before final cleaning and immediately before placing concrete / ≤ 57 sec/qt
pH / Glass electrode pH meter or pH paper / 8.0–11.0
Sand content, percent by volume / Sand,
API 13B-1, section 5
Before 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.

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

TERRAGEL OR NOVAGEL POLYMER
Property / 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 2.2
During drilling / 45–104 sec/qt
Before final cleaning and immediately before placing concrete / ≤ 104 sec/qt
pH / Glass electrode pH meter or pH paper / 6.0–11.5
Sand content, percent by volume / Sand,
API 13B-1, section 5
Before 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.

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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

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Section 55-1.02B(6)(a). Use for galvanizing HS fasteners.

Use if (1) waterborne inorganic zinc coating without finish coats is specified, (2) paint removal at connections to existing steel is not required, (3) galvanized members are bolted to existing steel, or (4) fasteners are located in a freeze-thaw area or within 2 miles of ocean or tidal waters.

Do not delete for work complying with sections 56-3 or 86-2.04.

Do not use with A490 or A354 Grade BD fasteners.

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.

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Section 55-1.02B(6)(c). Use for sealing direct tension indicator gaps.

Use if bolted connections are located in a freeze-thaw area or within 2 miles of ocean or tidal waters.

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 DRAINAGE

61 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 CONSTRUCTION

72 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 FACILITIES

82 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

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Section 86-2.03B. Use for Type 1 foundation.

1. Use if sleeve nuts are required. Edit for type of standard.

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.

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Section 86-2.04A. Use for section 86 work requiring standards, steel pedestals, or posts.

Add to section 86-2.04A:

1. Use if signal mast arms are included and tip tenon substitution is allowed.

Where the side tenon detail at the end of the signal mast arm is shown, you may substitute the applicable tip tenon detail.

2. Use if mast arm mounted signs are included.

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

3. Use if mast arm mounted signs are Department furnished.

The sign panels will be Department furnished.

4. Use if non-illuminated street name signs are included.

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.

5. Use if Type 1 signal standards are included.

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

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Section 86-2.04C. Use if fiberglass highway advisory radio poles are included.

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 mustcomply 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."

4. Use when anchor base "Breakaway" type standards are required.

For standards described as "Breakaway" type, FRP pole standards mustcomply 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.

5. Use when anchor base "nonbreakaway" type standards are required.

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 Table
Standard 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) Construction

Poles 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.

13. Use when anchor base poles are required. Delete pars. 14 and 15.

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.

14. Use pars. 14 and 15 when direct burial poles are allowed. Delete par. 13.

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 withsection 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 Protection

An 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 ASTMD 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 / None
Crazing / None
Checking / None
Chalking / Very slight
Change in color / May dull slightly
Paint adhesion / 5A scale rating, per ASTMD 3359, Method A using Permacel 99 tape.

86-2.04C(3) Packaging

Each pole must be spiral wrapped in its entirety with a weatherproof wrap for protection during shipping and storage.

22. Use when direct burial poles are allowed.

86-2.04C(4) Installation

Installation and backfilling for direct burial poles mustcomply with section 86-2.12.

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Section 86-2.04D. Use if aluminum lighting standards are allowed as an option for Types 15, 21, and 30 lighting standards.

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 equivalent
Type 15 / Type 15A
Type 15 with slip base / Type 15AY (Breakaway)
Type 15 with slip base insert / Type 15AX (Breakaway)
Type 21 / Type 21A
Type 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) Fabrication

Aluminum lighting standards must be pre-approved by METS, Office of Structural Materials, telephone (916) 227-7255, and mustcomply 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.