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1) Match insulation color to the color of the pipe being installed. 2) UF type, direct bury.
3) 30 mil HMWPE.
3. Splicing kit:
a. Manufacturers: One of the following or equal:
1) 3M, Model 82 A1N.
4. Station box:
a. Lid and collar materials: Cast iron.
b. Lid type: Locking.
c. Able to withstand heavy traffic loading.
d. Manufacturers: One of the following or equal:
1) CP Test & Valve Products, Inc., Glenn Test Station.
2) Farwest Corrosion Control.
C. Witness markers:
1. Manufacturers: One of the following or equal:
a. Carsonite Composites, Utility Marker.
2. Materials:
a. Glass fiber and resin reinforced thermosetting composite material. b. UV resistant.
3. Constructed as a single piece.
4. Pointed at the bottom end.
5. Information to be included on the marker:
a. “Caution” (type of service) “Pipeline”.
b. Phone number for Underground Service Alert.
c. Phone number for Owner in case of emergency.
d. Station number.
e. Offset:
1) Only provide offset if marker is not directly over the pipe. f. Name of appurtenance or fitting (e.g. 45, BO, ARV, etc.) PART 3 EXECUTION
3.01 EXAMINATION
A. Verify satisfactory conditions of substrate for applying identification.
B. Verify that conditions are satisfactory for installation and application of products as specified in Section - Product Requirements.
3.02 PREPARATION
A. Prepare and coat piping with the coating systems defined in the Piping Schedule.
B. Prepare surface in accordance with identification product manufacturer's instructions.
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3.03 EXPOSED AND IN-CHASE PIPING IDENTIFICATION
A. Identify exposed and in-chase piping with flow direction arrows and lettering (for piping with outer diameter greater than or equal to 3/4-inch) or tags (for piping with outer diameter less than 3/4-inch).
B. Provide lettering (or tags for pipes with outer diameter less than 3/4-inch) and flow direction arrows near equipment served, adjacent to valves, both sides of walls and floors where pipe passes through, at each branch or tee, and at intervals of not more than 50 feet in straight runs of pipe.
1. Label all chemical tank fill pipelines at locations that are visible from chemical fill stations.
2. Place markers on piping so they are visible from operator's position in walkway or working platform near piping. Locate markers along horizontal centerline of pipe, unless better visibility is achieved elsewhere.
3. Do not apply markers, arrows, or tags to piping that is regularly submerged.
C. Where scheduled in the Piping Schedule, space solid-color bands along piping at 10-foot intervals.
1. Do not apply bands to piping that is regularly submerged.
3.04 BURIED PIPING IDENTIFICATION
A. Underground warning tape:
1. Non-detectable warning tape:
a. Place continuous run of warning tape in pipe trench, 12 inches above the pipe.
2. Detectable warning tape:
a. Place continuous run of warning tape in pipe trench, 12 inches above the pipe or a greater height if necessary to limit the tape bury depth to 36 inches. Do not bury detectable warning tape deeper than 36 inches.
B. Tracer wire:
1. Install on all non-metallic pipe.
2. Install an electrically continuous run of tracer wire along the entire length of the pipe with wire terminations in valve boxes, vaults, or structures.
3. Install tracer wire on top of the pipe and secure to pipe with tape a minimum of every 10 feet.
4. Unless approved by the Engineer, splicing sections of wire together is not permitted.
C. Witness markers:
1. Install over pipe in unpaved open-space areas at intervals not greater than 200 feet.
2. Place markers at appurtenances located in unpaved areas.
3. Embed markers at least 18 inches into the soil.
END OF SECTION
Piping Specialties - Linear Infrastructure
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PIPING SPECIALTIES - LINEAR INFRASTRUCTURE
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Piping specialties including:
1. Transition fittings.
2. Pipe saddles.
3. Tapping sleeves.
1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):
1. B16.5 - Pipe Flanges and Flanged Fittings: NPS 1/2 through NPS 24.
B. American Water Works Association (AWWA):
1. C110 - Standard for Ductile-Iron and Gray-Iron Fittings.
2. C151 - Standard for Ductile-Iron Pipe, Centrifugally Cast.
C. ASTM International (ASTM):
1. A148 - Standard Specification for Steel Castings, High-Strength, for Structural Purposes.
2. A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications.
3. A194 – Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.
4. A536 - Standard Specification for Ductile Iron Castings.
D. NSF International (NSF):
1. 61 - Drinking Water System Components - Health Effects, Includes Errata.
2. 372 - Drinking Water System Components - Lead Content.
1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Product data:
1. For each piping product in this Section as applicable:
a. Design features.
b. Load capacities.
c. Material designations by UNS alloy number or ASTM Specification and Grade.
d. Data needed to verify compliance with the Specifications.
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f. Clearly mark submittal information to show specific items, materials, and accessories or options being furnished.
C. Calculations:
1. Provide calculations in accordance with NSF 372 for materials in contact with drinking water.
D. Manufacturer’s Certificate of Installation and Functionality Compliance as specified in Section 01756 - Commissioning:
1. Provide as specified in this Section.
1.04 WARRANTY
A. Provide warranty as specified in Section 01783 - Warranties and Bonds.
PART 2 PRODUCTS
2.01 GENERAL
A. As specified in Section 01601 - Product Requirements.
B. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372.
2.02 TRANSITION FITTINGS
A. Manufacturers: One of the following or equal:
1. Spears.
B. Materials:
1. Slip socket: Schedule 80 PVC.
2. Collar: Type 316 stainless steel.
3. Threaded insert: Type 316 stainless steel.
2.03 PIPE SADDLES
A. For ductile iron pipe:
1. Double strap brass type.
2. Manufacturers: One of the following or equal:
a. A.Y. McDonald, Style 3825.
b. The Ford Meter Box Company, Style 202B.
c. Mueller Company, Style BR2B.
3. Materials:
a. Pipe saddle body, straps, and nuts: Brass or silicon bronze. b. Gaskets: Rubber.
B. For PVC C900 or C905 pipe:
1. Manufacturers: One of the following or equal:
a. Smith-Blair, Inc., Style 317.
b. Romac Industries, Inc., Style 202S.
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2. Materials:
a. Pipe saddles: Ductile iron with fusion bonded epoxy finish. b. Straps, bolts, and nuts: Type 304 stainless steel with Teflon™ coating on nuts.
c. Gaskets: Rubber.
2.04 TAPPING SLEEVES
A. Manufacturers: One of the following or equal:
1. Smith-Blair, Inc., Style 622.
2. Romac Industries, Inc., Style FTS 420.
B. Materials:
1. Tapping sleeves: Steel construction.
2. Bolts and nuts: Type 304 stainless steel.
3. Nuts: Teflon™ coated.
4. Gaskets: Rubber.
5. Size of tapped boss: As indicated on the Drawings.
2.05 SHIPPING
A. As specified in Section 01601 - Product Requirements.
PART 3 EXECUTION
3.01 GENERAL
A. As specified in Section 01601 - Product Requirements.
B. Drawings supersede conflicts with this Section.
C. Bellows type expansion joints and vibration control joints:
1. Protect joints against damage during pressure test.
3.02 INSTALLATION
A. Transition couplings:
1. Application:
a. Use transition couplings with function and design similar to flexible couplings and flanged coupling adapters for connecting piping having different outside diameters.
2. Install transition-coupling products specifically designed and manufactured for that application.
B. Pipe saddles:
1. Coat threads on bolts with anti-gall coating prior to installation.
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1. Verify existing pipe material and outer diameter prior to ordering materials.
2. Coat threads on bolts with anti-gall coating prior to installation.
D. Surge cushions:
1. Provide surge cushions to dampen shock pressure surges due to power loss, fast closing valves, or other events that produce water hammer.
2. Install gate valve between surge cushion and piping.
E. Spray nozzles:
1. Install spray nozzles so that elevation of the nozzles is 18 inches above the water surface.
3.03 COMMISSIONING
A. As specified in Section 01756 - Commissioning and this Section.
B. Manufacturer services:
1. Required only for:
a. Transition couplings.
b. Tapping sleeves for large diameter pipe.
2. Provide Manufacturer’s Certificate of Installation and Functionality Compliance.
3. Provide Manufacturer’s Representative Onsite:
a. Installation: 2 trip/1 day each:
1) Installation consultation and advice.
2) Installation inspection.
C. Field testing:
1. As specified in Section 02001 - Common Work Results for General Piping.
END OF SECTION
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PIPE COUPLINGS - LINEAR INFRASTRUCTURE
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Pipe couplings for ductile iron piping.
2. Pipe couplings for carbon steel piping.
3. Pipe couplings for stainless steel piping.
1.02 REFERENCES
A. American National Standards Institute (ANSI).
B. American Society of Mechanical Engineers (ASME):
1. B31.1 - Power Piping.
2. B31.9 - Building Services Piping.
C. American Water Works Association (AWWA):
1. C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
2. C207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 In.
Through 144 In.
3. C213 - Standard for Fusion-Bonded Epoxy Coatings and Linings for Steel Water Pipe and Fittings.
4. C606 - Standard for Grooved and Shouldered Joints.
D. ASTM International (ASTM):
1. A36 - Standard Specification for Carbon Structural Steel.
2. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.
3. A193 - Standard Specification for Alloy Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications.
4. A351 - Standard Specification for Castings, Austenitic, for Pressure-Containing Parts.
5. A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/9 ksi Minimum Tensile Strength, General Use.
6. A536 - Standard Specification for Ductile Iron Castings.
7. A563 - Standard Specification for Carbon and Alloy Steel Nuts.
8. A576 - Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality.
9. C425 - Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings.
10. C443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets.
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11. C564 - Standard Specification for Rubber Gasket for Cast Iron Pipe and Fittings.
12. C1173 - Standard Specification for Flexible Transition Couplings for Underground Piping Systems.
13. D1869 - Standard Specification for Rubber Rings for Asbestos-Cement Pipe.
14. D2000 - Standard Classification System for Rubber Products in Automotive Applications.
15. D5926 - Standard Specification for Poly (Vinyl Chloride) (PVC) Gaskets for Drain, Waste, and Vent (DWV), Sewer, Sanitary, and Storm Plumbing Systems.
16. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
17. F594 - Standard Specification for Stainless Steel Nuts.
E. NSF International (NSF):
1. 61 - Drinking Water System Components - Health Effects.
2. 372 - Drinking Water System Components - Lead Content.
1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Product data:
1. For each product in this Section as applicable:
a. Design features.
b. Load capacities.
c. Material designations by UNS alloy number or ASTM Specification and Grade.
d. Data needed to verify compliance with the Specifications. e. Catalog data.
f. Clearly mark submittal information to show specific items, materials, and accessories or options being furnished.
C. Calculations:
1. Provide calculations in accordance with NSF 372 for materials in contact with drinking water.
1.04 WARRANTY
A. Provide warranty as specified in Section 01783 - Warranties and Bonds.
PART 2 PRODUCTS
2.01 GENERAL
A. As specified in Section 01601 - Product Requirements:
1. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372.
B. Known acceptable manufacturers are listed by specific products.
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D. Manufacturer’s representatives requirements as specified in Section 01756 - Commissioning and this Section by specific product.
E. Gaskets for flexible couplings and flanged coupling adapters:
1. Provide gasket materials for piping applications as follows:
a. Low-pressure and high-pressure air, steam, hot water: EPDM. b. All other piping applications: Neoprene rubber or Buna-N.
F. Exterior coatings for underground and submerged applications:
1. Manufacturers: One of the following or equal:
a. Tapecoat Co., Inc., T.C. Mastic.
b. Kop-Coat Co., Inc., Bitumastic Number 50.
2. Thickness: Minimum 0.040 inch.
2.02 PIPE COUPLINGS FOR DUCTILE IRON PIPING
A. Dismantling joints:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style DJ400.
b. Smith-Blair, Inc., Series 975.
2. Materials:
a. Flanged spool: AWWA C207 steel pipe:
1) ASTM A53 for sizes 3 inches to 12 inches.
2) ASTM A36 for sizes 14 inches to 72 inches.
b. End ring and body:
1) For sizes 3 inches to 12 inches, ductile iron in accordance with ASTM A536.
2) For sizes 14 inches to 72 inches, steel in accordance with ASTM A36 or A53.
c. Follower ring: Ductile iron in accordance with ASTM A536. d. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
e. Tie rods: High tensile steel in accordance with ASTM A193 Grade B7.
3. Flange design: Class D steel ring flange in accordance with AWWA C207, compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
B. Flanged coupling adapters: 12-inch size and smaller:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 227.
b. Romac Ind., Inc., Style FCA501.
c. Smith-Blair, Inc., Series 912.
2. Materials:
a. Flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Ductile iron in accordance with ASTM A536.
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1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
C. Flanged coupling adapters: Greater than 12-inch size:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 128-W.
b. Romac Ind., Inc., Style FC400.
c. Smith-Blair, Inc., Series 913.
2. Materials:
a. Flange and flanged body: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Follower ring: Low carbon steel having a minimum yield strength of 30,000 pounds per square inch.
c. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
D. Flexible couplings:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 253.
b. Romac Ind., Inc., Style 501.
c. Smith-Blair, Inc., Series 441.
2. Materials:
a. Center rings: Ductile iron in accordance with ASTM A536. b. Follower rings: Ductile iron in accordance with ASTM A536. c. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel in accordance with ASTM F593.
3. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
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4. Center sleeve dimensions: Provide center sleeves with lengths in accordance with following table:
Nominal Pipe Size Sleeve Length
3 inch and smaller Manufacturer’s standard
4 inch through 8 inch 7 inches
10 inch through 14 inch 12 inches
Greater than 16 inch Use steel flexible coupling per Pipe Couplings for Steel Piping E. Flexible couplings (Gravity Flow):
1. Manufacturers: One of the following or equal:
a. Fernco Flexible Coupling.
2. Materials:
a. In accordance with ASTM D5926, C1173 and applicable portions of ASTM C443, C425, C564, and D1869.
3. Requirements:
a. In underground and underwater installations, couplings shall be corrosion resistant or coated with a fusion applied epoxy coating in accordance with AWWA C213.
b. Bolts and hardware shall be stainless steel 18-8 type 316 epoxy coated alloy hardware.
F. Restrained flange coupling adapter:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style RFCA.
b. Star Pipe Products, 3200 StarFlange™.
2. Materials:
a. Flange and flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Lug type restraint system.
1) Follower ring: Ductile iron in accordance with ASTM A536. 2) Restraining lugs: Ductile iron in accordance with ASTM A536. a) Designed to contact the pipe and apply forces evenly. 3) Restraining bolts:
a) Ductile iron in accordance with ASTM A536.
b) Bolt heads shall be designed to twist off when the proper torque has been applied.
c. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
5. Angular deflection: Restrained flange coupling adapter must allow angular deflection after assembly.
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1. Manufacturers: The following or equal:
a. Victaulic Co., Series 31 or equal.
2. Materials:
a. Housings: Ductile iron in accordance with ASTM A536. b. Gasket:
1) FlushSeal® type, or equal. Elastomer in accordance with ASTM D2000.
2) Neoprene or BUNA-N.
c. Bolts and nuts: Electroplated steel in accordance with ASTM A449. d. Coating: As specified in Section 09960 - High-Performance Coatings.
3. For use with rigid or flexible radius grooved components in accordance with AWWA C606.
4. For connection to IPS steel pipe sizes, Victaulic Style 307.
2.03 PIPE COUPLINGS FOR CARBON STEEL PIPING
A. Dismantling joints:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style DJ400.
b. Smith-Blair, Inc., Series 975.
2. Materials:
a. Flanged spool:
1) C207 Schedule 40 pipe in accordance with ASTM A53 for sizes 3 inches to 12 inches.
2) Steel for pipe in accordance with ASTM A36 or A53 for sizes 14 inches to 72 inches.
b. End ring and body:
1) For sizes 3 inches to 12 inches, ductile iron in accordance with ASTM A536.
2) For sizes 14 inches to 72 inches, steel in accordance with ASTM A36.
c. Follower ring: Ductile iron in accordance with ASTM A536 or steel in accordance with ASTM A36 or A576.
d. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
e. Tie rods: High tensile steel in accordance with ASTM A193 grade B7.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Fusion bonded epoxy certified in accordance with NSF 61.
B. Flanged coupling adapters:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 128-W.
b. Romac Ind., Inc., Style FCA501 (10 inch and smaller) or Style FC400 (12 inch and larger).
c. Smith-Blair, Inc., Series 913.
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2. Materials:
a. Flange and flanged body: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Follower ring: Low carbon steel having a minimum yield strength of 30,000 pounds per square inch.
c. Bolts and hex nuts:
1) Aboveground: High-strength, low-alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
C. Flexible couplings:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 38.
b. Smith-Blair, Inc., Series 411.
c. Romac Ind., Inc., Style 511 or Style 400.
2. Materials:
a. Center sleeve and follower flanges: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
4. Center sleeve dimensions: Provide center sleeves with lengths in accordance with following table:
Nominal Pipe Diameter Sleeve Length
2-1/2 inch and smaller Manufacturer’s standard
3 inch through 6 inch 7 inch
8 inch through 14 inch 7 inch
Greater than 14 inches 10 inch
D. Restrained flange coupling adapters:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style RFCA.
b. Star Pipe Products, 3200 StarFlange™.
2. Materials:
a. Flange and flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Lug type restraint system.
1) Follower ring: Ductile iron in accordance with ASTM A536.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02007 (BidSetFinal) 2) Restraining lugs: Ductile iron in accordance with ASTM A536. a) Designed to contact the pipe an apply forces evenly. 3) Restraining bolts: Ductile iron in accordance with ASTM A536. Bolt heads shall be designed to twist off when the proper torque has been applied.
c. Bolts and hex nuts:
1) Aboveground: High-strength, low-alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy certified in accordance with NSF 61.
E. Grooved joint couplings:
1. Model numbers from one manufacturer are shown to indicate type only.
Equivalent products of other manufacturers may be submitted for approval.
2. Coating: As specified in Section 09960 - High-Performance Coatings.
3. Sizes through 12 inch:
a. Rigid type:
1) Housings shall be cast with offsetting angle-pattern bolt pads to provide rigidity and system support and hanging in accordance with ASME B31.1 and B31.9.
2) 2 inch through 6 inch: Installation-ready, for direct stab installation without field disassembly, with grade EHP gasket rated to plus 250 degrees Fahrenheit.
3) Manufacturers: One of the following or equal:
a) Victaulic Style 107.
b) Victaulic Zero-Flex Style 07.
b. Flexible type:
1) For use in locations where vibration attenuation and stress relief are required.
2) Three flexible couplings may be used in lieu of a flexible connector. 3) The couplings shall be placed in close proximity to the source of the vibration.
4) Manufacturers: The following or equal:
a) Victaulic Style 77.
c. Flange adapter:
1) Flat face, ductile iron housings with elastomer pressure responsive gasket, for direct connection to ANSI Class 125 or 150 flanged components.
2) Manufacturers: The following or equal:
a) Victaulic Style 741.
4. Sizes 14 inch through 24 inch:
a. Victaulic AGS series with lead-in chamfer on housing key and wide width FlushSeal® gasket.
b. Rigid type:
1) Housing key shall fill the wedge shaped AGS groove and provide rigidity and system support and hanging in accordance with ASME B31.1 and B31.9.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02007 (BidSetFinal) 2) Manufacturers: The following or equal:
a) Victaulic Style W07.
c. Flexible type:
1) Housing key shall fit into the wedge shaped AGS groove and allow for linear and angular pipe movement.
2) Manufacturers: The following or equal:
a) Victaulic Style W77.
d. Flange adapter:
1) Flat face, ductile iron housings with elastomer pressure responsive gasket, for direct connection to ANSI Class 125 or 150 flanged components.
2) Manufacturers: The following or equal:
a) Victaulic Style W741.
5. For sizes 30 inch and larger:
a. Manufacturers: The following or equal:
1) Victaulic Style AGS multiple-segment housing may be used.
PART 3 EXECUTION
3.01 INSTALLATION
A. In underground and underwater installations, coat the exterior of coupling with a protective coating in accordance with manufacturer's instructions.
B. Joints and flexible connections shall be installed centered with no angular deflection unless otherwise indicated on the Drawings.
C. Flexible couplings and flange coupling adapters: Install with gap between pipe ends in accordance with the following table unless a greater gap is indicated on the Drawings. Maximum gap tolerance shall be within 1/8 inch.
1. Install flexible coupling with pipe gap located in middle of center sleeve.
2. Install flanged coupling adapter with end of plain end pipe in middle of flanged coupling body.
Center Ring Length Gap Dimension and Tolerance
4 inch through 6 inch 3/8 inch
7 inch 5/8 inch
10 inch and greater 7/8 inch
D. Provide harnesses (tie-downs) for flexible couplings unless otherwise indicated on the Drawings with a written note.
1. Design harnesses (tie-downs) for the test pressures as specified in the Piping Schedule in Section 02001 - Common Work Results for General Piping.
E. Grooved joint couplings:
1. Grooved ends: Clean and free from indentations, projections, and roll marks in the area from pipe end to groove.
2. Gaskets: Elastomer grade suitable for the intended service, and molded and produced by the coupling manufacturer.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02007 (BidSetFinal) F. Bolted, split-sleeve couplings:
1. Inspect each coupling to insure that there are no damaged portions of the coupling.
a. Pay particular attention to the sealing pad/sealing plate area. b. Before installation, thoroughly clean each coupling of any foreign substance which may have collected thereon and shall be kept clean at all time.
2. Wrenches:
a. Conform to manufacturer instructions.
b. Bolts and studs shall be tightened so as to secure a uniform gasket compression between the coupling and the body of the pipe with all bolts or studs tightened approximately the same amount.
c. Final tightening shall be done by hand (no air impact wrenches) and is complete when the coupling is in uniform contact with the outside surface of the pipe all around the circumference of the pipe.
3. No joint shall be misfit in any plane.
4. On the fixed ends of bolted, split-sleeve couplings, the shoulders shall bear on the restraint rings all around with no visible gap.
5. Ends of piping where coupler are installed shall be smooth and free of defects. a. Remove weld splatter and grind smooth.
b. Grind pipe seam welds flush with pipe wall and smooth.
END OF SECTION
Piping Systems Testing - Linear Infrastructure
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02009 (BidSetFinal) SECTION 02009
PIPING SYSTEMS TESTING - LINEAR INFRASTRUCTURE
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Test requirements for piping systems.
1.02 REFERENCES
A. National Fuel Gas Code (NFGC).
B. American Society of Mechanical Engineers (ASME):
1. B31.1 - Power Piping.
2. B31.3 - Process Piping.
3. B31.8 - Gas Transmission and Distribution Piping Systems.
C. Underwriters Laboratories Inc. (UL).
1.03 TESTING REQUIREMENTS
A. General requirements:
1. Testing requirements are stipulated in Laws and Regulations; are included in the Piping Schedule in Section 15052 - Common Work Results for General Piping; are specified in the specifications covering the various types of piping; and are specified in this Section.
2. Requirements in Laws and Regulations supersede other requirements of Contract Documents, except where requirements of Contract Documents are more stringent, including higher test pressures, longer test times, and lower leakage allowances.
3. Test plumbing piping in accordance with Laws and Regulations, the plumbing code, as specified in Section 01410 - Regulatory Requirements, and UL requirements.
4. Test natural gas or digester gas piping:
a. For less than 125 pounds per square inch gauge working pressure, test in accordance with mechanical code, as specified in Section 01410 - Regulatory Requirements, or the National Fuel Gas Code, whichever is more stringent.
b. For 125 pounds per square inch gauge or greater working pressure, test per ASME B31.3 or ASME B31.8, whichever is more stringent.
5. When testing with water, the specified test pressure is considered to be the pressure at the lowest point of the piping section under test. a. Lower test pressure as necessary (based on elevation) if testing is performed at higher point of the pipe section.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02009 (BidSetFinal) B. Furnish necessary personnel, materials, and equipment, including bulkheads, restraints, anchors, temporary connections, pumps, water, pressure gauges, and other means and facilities required to perform tests.
C. Water for testing, cleaning, and disinfecting:
1. Water for testing, cleaning, and disinfecting will be provided as specified in Section 01500 - Temporary Facilities and Controls.
D. Pipes to be tested: Test only those portions of pipes that have been installed as part of this Contract. Test new pipe sections prior to making final connections to existing piping. Furnish and install test plugs, bulkheads, and restraints required to isolate new pipe sections. Do not use existing valves as test plug or bulkhead.
E. Unsuccessful tests:
1. Where tests are not successful, correct defects or remove defective piping and appurtenances and install piping and appurtenances that comply with the specified requirements.
2. Repeat testing until tests are successful.
F. Test completion: Drain and leave piping clean after successful testing.
G. Test water disposal: Dispose of testing water at sanitary sewer manholes in accordance with requirements of federal, state, county, and city regulations governing disposal of wastes in the location of the Project and disposal site. All requirements and costs associated with notifications and obtaining any discharge permit or approvals shall be responsibility of Contractor.
1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Schedule and notification of tests:
1. Submit a list of scheduled piping tests by noon of the working day preceding the date of the scheduled tests.
2. Notification of readiness to test: Immediately before testing, notify Engineer in writing of readiness, not just intention, to test piping.
3. Have personnel, materials, and equipment specified in place before submitting notification of readiness.
1.05 SEQUENCE
A. Clean piping before pressure or leak tests.
B. Test gravity piping underground, including sanitary sewers, for visible leaks before backfilling and compacting.
C. Underground pressure piping may be tested before or after backfilling when not indicated or specified otherwise.
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02009-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02009 (BidSetFinal) D. Backfill and compact trench, or provide blocking that prevents pipe movement before testing underground piping with a maximum leakage allowance.
E. Test underground piping before encasing piping in concrete or covering piping with slab, structure, or permanent improvement.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 TESTING ALIGNMENT, GRADE, AND DEFLECTION
A. Alignment and grade:
1. Visually inspect the interior of gravity piping with artificial light, reflected light, or laser beam.
2. Consider inspection complete when no broken or collapsed piping, no open or poorly made joints, no grade changes that affect the piping capacity, or no other defects are observed.
B. Deflection test:
1. Pull a mandrel through the clean piping section under test.
2. Perform the test not sooner than 30 days after installation and not later than 60 days after installation.
3. Use a 9-rod mandrel with a contact length of not less than the nominal diameter of the pipe within 1 percent plus or minus.
4. Consider test complete when the mandrel can be pulled through the piping with reasonable effort by 1 person, without the aid of mechanical equipment.
3.02 AIR TESTING METHOD FOR PRESSURE PIPING
A. Air test piping, indicated with "AM" in the Piping Schedule, with air or another nonflammable or inert gas.
B. Test gas, air, liquefied petroleum gas, liquid chlorine, and chlorine gas piping by the air test method:
1. Test chlorine piping with dry air or nitrogen having a dew point of minus 40 degrees Fahrenheit or less. Supply temporary air dryers as necessary.
C. Test at pressure as specified in Piping Schedule in Section 15052 - Common Work Results for General Piping:
1. Provide temporary pressure relief valve for piping under test:
a. Set at the lesser of 110 percent of the test pressure or 50 pounds per square inch gauge over the test pressure.
2. Air method test pressures shall not exceed 110 percent of the piping maximum allowable working pressure calculated in accordance with the most stringent of ASME B31.1, ASME B31.3, ASME B31.8, or the pipe manufacturer's stated maximum working pressure.
3. Gradually increase test pressure to an initial test pressure equal to the lesser of 1/2 the test pressure or 25 pounds per square inch gauge.
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4. Perform initial check of joints and fittings for leakage.
5. Gradually increase test pressure in steps no larger than the initial pressure.
Check for leakage; at each step increase until test pressure reached.
6. At each step in the pressure, examine and test piping being air tested for leaks with soap solution.
7. Consider examination complete when piping section under test holds the test pressure for 15 minutes without losses.
3.03 TESTING GRAVITY FLOW PIPING
A. Test gravity flow piping indicated with "GR" in the Piping Schedule, as follows:
1. Unless specified otherwise, subject gravity flow piping to the following tests:
a. Alignment and grade.
b. For plastic piping test for deflection.
c. Visible leaks and pressure with maximum leakage allowance, except for storm drains and culverts.
2. Inspect piping for visible leaks before backfilling.
3. Provide temporary restraints when needed to prevent movement of piping.
4. Pressure test piping with maximum leakage allowance after backfilling.
5. With the lower end plugged, fill piping slowly with water while allowing air to escape from high points. Keep piping full under a slight head for the water at least 24 hours:
a. Examine piping for visible leaks. Consider examination complete when no visible leaks are observed.
b. Maintain piping with water or allow a new water absorption period of 24 hours for the performance of the pressure test with maximum leakage allowance.
c. After successful completion of the test for visible leaks and after the piping has been restrained and backfilled, subject piping to the test pressure for minimum of 4 hours while accurately measuring the volume of water added to maintain the test pressure:
1) Consider the test complete when leakage is equal to or less than the following maximum leakage allowances:
a) For concrete piping with rubber gasket joints: 80 gallons per day per inch of diameter per mile of piping under test:
(1) Advise manufacturer of concrete piping with rubber gasket joints of more stringent than normal maximum leakage
allowance.
b) For vitrified clay piping: 500 gallons per day per inch of diameter per mile of piping under test.
c) For other piping: 80 gallons per day per inch diameter per mile of piping under test.
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3.04 TESTING HIGH-HEAD PRESSURE PIPING
A. Test piping for which the specified test pressure in the Piping Schedule is 20 pounds per square inch gauge or greater, by the high head pressure test method, indicated "HH" in the Piping Schedule.
B. General:
1. Test connections, hydrants, valves, blowoffs, and closure pieces with the piping.
2. Do not use installed valves for shutoff when the specified test pressure exceeds the valve's maximum allowable seat differential pressure. Provide blinds or other means to isolate test sections.
3. Do not include valves, equipment, or piping specialties in test sections if test pressure exceeds the valve, equipment, or piping specialty safe test pressure allowed by the item's manufacturer.
4. During the performance of the tests, test pressure shall not vary more than plus or minus 5 pounds per square inch gauge with respect to the specified test pressure.
5. Select the limits of testing to sections of piping. Select sections that have the same piping material and test pressure.
6. When test results indicate failure of selected sections, limit tests to piping:
a. Between valves.
b. Between a valve and the end of the piping.
c. Less than 500 feet long.
7. Test piping for minimum 2 hours for visible leaks test and minimum 2 hours for the pressure test with maximum leakage allowance.
C. Testing procedures:
1. Fill piping section under test slowly with water while venting air:
a. Use potable water for all potable waterlines and where noted on the Piping Schedule.
2. Before pressurizing for the tests, retain water in piping under slight pressure for a water absorption period of minimum 24 hours.
3. Raise pressure to the specified test pressure and inspect piping visually for leaks:
a. Consider visible leakage testing complete when no visible leaks are observed.
D. Pressure test with maximum leakage allowance:
1. Leakage allowance is zero for piping systems using flanged, National Pipe Thread threaded and welded joints.
2. Pressure test piping after completion of visible leaks test.
3. For piping systems using joint designs other than flanged, threaded, or welded joints, accurately measure the makeup water necessary to maintain the pressure in the piping section under test during the pressure test period:
a. Consider the pressure test to be complete when makeup water added is less than the allowable leakage and no damage to piping and appurtenances has occurred.
b. Successful completion of the pressure test with maximum leakage allowance shall be achieved when the observed leakage during the test
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c. When leakage is allowed, calculate the allowable leakage by the following formula:
L = S x D x P1/2 x 148,000-1
wherein the terms shall mean:
L = Allowable leakage in gallons per hour.
S = Length of the test section in feet.
D = Nominal diameter of the piping in inches.
P = Average observed test pressure in pounds per square inches gauge, at the lowest point of the test section, corrected for elevation of the pressure gauge.
x = The multiplication symbol.
3.05 TESTING LOW-HEAD PRESSURE PIPING
A. Test piping for which the specified test pressure is less than 20 pounds per square inch gauge, by the low head pressure test method, indicated "LH" in the Piping Schedule.
B. General:
1. Test pressures shall be as scheduled in Section 15052 - Common Work Results for General Piping.
2. During the performance of the tests, test pressure shall not vary more than plus or minus 2 pounds per square inch gauge with respect to the specified test pressure.
3. Test connections, blowoffs, vents, closure pieces, and joints into structures, including existing bell rings and other appurtenances, with the piping.
4. Test piping for minimum 2 hours for visible leaks test and minimum 2 hours for the pressure test with maximum leakage allowance.
C. Visible leaks test:
1. Subject piping under test to specified pressure measured at the lowest end.
2. Fill piping section under test slowly with water while venting air:
a. Use potable water for all potable waterlines and where noted on the Piping Schedule.
3. Before pressurizing for the tests, retain water in piping under slight pressure for the water absorption period of minimum 24 hours.
4. Raise pressure to the specified test pressure and inspect piping visually for leaks. Consider testing complete when no visible leaks are observed.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02009 (BidSetFinal) D. Pressure test with maximum leakage allowance:
1. Pressure test piping after completion of visible leaks test.
2. Accurately measure the makeup water necessary to maintain the pressure in the piping section under test during the pressure test period:
a. Consider the pressure test to be complete when makeup water added is less than the allowable leakage of 80 gallons per inch of nominal diameter, per mile of piping section under test after 24 hours, and no damage to piping and appurtenances has occurred.
b. Successful completion of the leakage test shall have been achieved when the observed leakage is equal or less than the allowable leakage and no damage to piping and appurtenances has occurred.
E. Optional joint test:
1. When joint testing is allowed by note in the Piping Schedule, the procedure shall be as follows:
a. Joint testing will be allowed only for low head pressure piping. b. Joint testing does not replace and is not in lieu of any testing of the piping system or trust restraints.
2. Joint testing may be performed with water or air.
3. Joint test piping after completion of backfill and compaction to the top of the trench.
4. Joint testing with water:
a. Measure test pressure at the invert of the pipe. Apply pressure of 4 feet plus the inside diameter of the pipe in water column within 0.20 feet in water column.
b. Maintain test pressure for 1 minute.
c. Base the allowable leakage per joint on 80 gallons per inch nominal diameter, per mile of piping, per 24 hours equally distributed to the actual number of joints per mile for the type of piping.
d. Consider the pressure test to be complete when makeup water added is less than the allowable leakage.
e. Successful completion of the joint test with water shall have been achieved when the observed leakage is equal or less than the allowable leakage.
5. Joint testing with air:
a. Apply test pressure of 3 pounds per square inch gauge with a maximum variation of plus 0.20 and minus 0.00 pounds per square inch. b. Maintain test pressure for 2 minutes.
c. Consider the pressure test to be complete when the test pressure does not drop below 2.7 pounds per square inch for the duration of the test.
END OF SECTION
Soils and Aggregates for Earthwork
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SOILS AND AGGREGATES FOR EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Material requirements for soils and aggregates.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C117 - Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing.
2. C131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
3. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
4. D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.
5. D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
6. D4829 - Standard Test Method for Expansion Index of Soils.
B. California State Transportation Agency, Department of Transportation (CALTRANS):
1. (Standard Specifications).
2. California Test Methods (CTM):
a. California Test 205 - Method of Test for Determining Crushed Particles. b. California Test 211 - Method of Test for Abrasion of Coarse Aggregate by Use of the Los Angeles Abrasion Testing Machine.
c. California Test 217 - Method of Test for Sand Equivalent. d. California Test 229 - Method of Test for Durability Index. e. California Test 301 - Method of Test for Determining the Resistance "R" Value of Treated and Untreated Bases, Subbases, and Basement Soils by the Stabilometer.
1.03 SUBMITTALS
A. Product data:
1. Material source.
2. Gradation.
3. Testing data.
B. Quality control for aggregate base course:
1. Test reports: Reports for tests required by Sections of Standard Specifications.
2. Certificates of Compliance: Certificates as required by Sections of Standard Specifications.
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1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection: Protect from segregation and excessive moisture during delivery, storage, and handling.
B. Comply with Standard Specifications storage requirements, if applicable.
PART 2 PRODUCTS
2.01 MATERIALS - GENERAL
A. Provide material having maximum particle size not exceeding 4 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other organic matter.
B. Comply with soil and aggregate material requirements in the Standard Specifications; unless specified otherwise.
2.02 NATIVE MATERIAL
A. Native soil:
1. Sound, earthen material.
2. Expansion index less than 35 when tested in accordance with ASTM D4829.
3. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and ASTM C136:
Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1-inch 100
Number 200 30 maximum
B. Native soil-select:
1. Sound earthen material.
2. Sum of plasticity index when tested in accordance with ASTM D4318 and the percent of material by weight passing a Number 200 sieve shall not exceed 23 when tested in accordance with ASTM C136.
3. Organic content not be greater than 3 percent by volume.
4. Corrosion resistance requirements:
a. Resistivity minimum (wet aggregates): 5,000 ohm-cm.
b. pH: 5.0 to 12.0.
c. Chlorides maximum: 100 parts per million.
d. Sulfates maximum: 200 parts per million.
2.03 AGGREGATE BASE COURSE
A. Material requirements:
1. Class 2, 3/4-inch maximum aggregate size, free from organic matter and other deleterious substances, and of such nature that aggregate can be compacted readily under watering and rolling to form a firm, stable base.
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2. Recycled aggregate base course shall only be considered for use in pavement structural sections.
3. Aggregate base course for structures:
a. Consist of crushed or fragmented particles.
b. Coarse aggregate material retained in Number 4 sieve shall consist of material of which at least 25 percent by weight shall be crushed particles when tested in accordance with California Test 205.
4. Aggregate shall not be treated with lime, cement, or other chemical material.
5. Durability index: Not less than 35 when tested in accordance with California Test 229.
6. Aggregate grading and sand equivalent tests shall be performed to represent not more than 500 cubic yards or 1 day's production of material, whichever is smaller.
7. Sand equivalent: Not less than 25 when tested in accordance with California Test 217.
8. Resistance (R-value): Not less than 78 when tested in accordance with California Test 301.
9. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and ASTM C136:
Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90 - 100
Number 4 35 - 60
Number 30 10 - 30
Number 200 2 - 9
2.04 GRAVEL
A. Material requirements:
1. Consists of hard, durable particles of stone or gravel; or crushed to the specified sizes and gradations; and free from organic matter, lumps or balls of clay, and other deleterious matter.
2. Crush or waste coarse material and add or waste fine material in order to meet the specified gradations.
3. Fraction of material passing Number 40 sieve: Material having plasticity index not greater than 5 when tested in accordance with ASTM D4318.
4. Durability: Percentage of wear not greater than 40 percent when tested in accordance with California Test 211.
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5. Conform to sizes and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
Type A Type B Type C
2 inch 100 -- --
1-1/2 inch 95 - 100 100 --
3/4 inch 35 - 60 55 - 85 100
3/8 inch 15 - 40 35 - 65 50 - 100
Number 4 0 - 25 20 - 35 30 - 45
Number 30 -- 5 - 15 10 - 20
Number 200 0 - 5 2 - 9 2 - 9
2.05 DRAIN ROCK
A. Material requirements:
1. Durability index: Percentage of wear not greater than 40 when tested in accordance with California Test 229.
2. Consists of hard, durable particles of stone or gravel; screened or crushed to specified size and gradation; and free from organic matter, lumps or balls of clay, or other deleterious matter.
3. Crush or waste coarse material and waste fine material as required to meet gradation requirements.
4. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent By Weight
Passing Sieve
2 inch 100
1-1/2 inch 95 - 100
3/4 inch 50 - 100
3/8 inch 15 - 55
Number 200 0 - 2
2.06 CLASS 2 PERMEABLE FILL
A. Material requirements:
1. Durability index: Percentage of wear not greater 40 when tested in accordance with California Test 229.
2. Consists of hard, durable particles or fragments of stone or gravel; crushed to required size and grading; and free from organic matter, lumps or balls of clay, alkali, adobe, or other deleterious matter.
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3. Materials derived from processing demolished or removed asphalt concrete are not acceptable.
4. Aggregate base course for structures:
a. Consist of crushed or fragmented particles.
5. When sampled and tested in accordance with specified test methods, material shall comply with following requirements: Sand equivalent: Not less than 75 when tested in accordance with ASTM D2419.
6. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90 - 100
3/8 inch 40 - 100
Number 4 25 - 40
Number 8 18 - 33
Number 30 5 - 15
Number 50 0 - 7
Number 200 0 - 3
2.07 IMPORTED FILL
A. Material requirements:
1. Import fill shall be granular soil, free of organic material and debris and meet the following requirements:
a. Plasticity Index less than 15.
b. Organic Content less than 2 percent.
c. Conforms to size and grade within the following limits:
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
3-inch 100
No. 4 35-100
No. 30 20-100
No. 200 10-45
2.08 SAND
A. Clean, coarse, natural sand.
B. Non-plastic when tested in accordance with ASTM D4318.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02050 (BidSetFinal) C. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
1/2 inch 100
Number 200 0 - 20
2.09 STABILIZATION MATERIAL
A. Durability percentage of wear not greater than 40 percent when tested in accordance with California Test 211.
B. Consists of clean, hard, durable particles of crushed rock or gravel; screened or crushed to the specified sizes and gradations; and free of any detrimental quantity of soft, friable, thin, elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.
C. Shall be free of slaking or decomposition under the action of alternate wetting and drying.
D. The portion of material retained on the 3/8-inch sieve shall contain at least 50 percent of particles having 3 or more fractured faces. Not over 5 percent shall be pieces that show no such faces resulting from crushing. Of that portion which passes the 3/8-inch sieve but is retained on the Number 4 sieve, not more than 10 percent shall be pieces that show no faces resulting from crushing.
E. Conforms to size and grade when tested in accordance with ASTM C117 and ASTM C136.
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90 - 100
Number 4 0 - 10
Number 200 0 - 2
PART 3 EXECUTION (NOT USED)
END OF SECTION
Site Clearing
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SITE CLEARING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Clearing, grubbing, and stripping project site.
1.02 REFERENCES
A. United States Code of Federal Regulations (CFR):
1. 40 - Protection of Environment:
a. 503 - Standards for the Use or Disposal of Sewage Sludge.
1.03 DEFINITIONS
A. Clearing: Consists of removal of natural obstructions and existing foundations, buildings, fences, lumber, walls, stumps, brush, weeds, rubbish, trees, boulders, utility lines, and any other items which interferes with construction operations or are designated for removal.
B. Grubbing: Consists of the removal and disposal of wood or root matter below the ground surface remaining after clearing and includes stumps, trunks, roots, or root systems greater than 1 inch in diameter or thickness to a depth of 6 inches below the ground surface.
C. Stripping: Includes the removal and disposal of all organic sod, topsoil, grass and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. The depth of stripping is estimated to be 6 inches, but the required depth of stripping will be determined by the Engineer.
D. Sludge:
1. Sludge contains both inert and organic material and is classified as a “Class B” product in accordance with 40 CFR 503.
2. Dispose of sludge on a permitted land application site or in a permitted landfill.
E. Sludge-entrained soil:
1. Sludge-entrained soil is all existing material within the top layer of soil within each existing sludge storage lagoon.
2. Based on geotechnical investigations performed during the design phase of the project, the depth of the sludge-entrained soil layer extends 5.5 feet to
6.5 feet below the elevation of the existing sludge storage lagoon bottom.
3. Sludge-entrained soil does exist on the faces of the existing embankments.
4. Dispose of sludge-entrained soil classified as a “Class B” in accordance with 40 CFR 503 on a permitted land application site or in a permitted landfill.
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1.04 QUALITY ASSURANCE
A. Regulatory requirements: Verify and comply with applicable regulations regarding those governing noise, dust, nuisance, drainage and runoff, fire protection, and disposal.
B. Pre-construction conference: Meet with Engineer to discuss order and method of work.
1.05 PROJECT CONDITIONS
A. Environmental requirements:
1. For suspected hazardous materials found: As specified in Section 01354 - Hazardous Material Procedures.
1.06 SEQUENCING AND SCHEDULING
A. Clearing and grubbing: Perform clearing and grubbing in advance of grading operations.
B. Remove sludge-entrained soil from within each existing sludge storage lagoon bottom and dispose of this material in a location that is permitted to receive Class B biosolids in accordance with 40 CFR 503.
C. Following the removal of sludge-entrained soil, remove remainder of soil to depth as indicated on the Drawings. This material may be utilized to reconstruct sludge storage lagoon embankments, provided it meets specified requirements for screened native material as specified in Section 02050 - Soils and Aggregates for Earthwork.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions: Examine site and verify existing conditions for beginning work.
3.02 PREPARATION
A. Protect existing improvements from damage by site preparation work.
3.03 INSTALLATION
A. Clearing:
1. Clear areas where construction is to be performed and other areas as indicated on the Drawings, or specified in this Section, of fences, lumber, walls, stumps, brush, roots, weeds, trees, shrubs, rubbish, and other objectionable material of any kind which, if left in place, would interfere with
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2. Do not incorporate organic material from clearing and grubbing operations in fills and backfills.
3. Contractor's temporary construction facilities: Fill or remove pits, fill, and other earthwork required for erection of facilities, upon completion of the work, and level to meet existing contours of adjacent ground.
B. Grubbing:
1. From excavated areas: Grub stumps, roots, and other obstructions 3 inches or over in diameter to depth of not less than 18 inches below finish grade.
2. In embankment areas or other areas to be cleared outside construction area:
Do not leave stumps, roots, and other obstructions higher than the following requirements:
Height of Embankment
Over Stump Depth of Clearing and Grubbing
0 feet to 2 feet Grub stumps or roots 3 inches or over in diameter to 18 inches below original grade. Cut others flush with ground.
2 feet to 3 feet Grub stumps 1 foot and over in diameter to 18 inches below original grade. Cut others flush with ground.
Over 3 feet Leave no stumps higher than stump top diameter, and in no case more than 18 inches.
3. Backfill and compact cavities left below subgrade elevation by removal of stumps or roots to density of adjacent undisturbed soil.
C. Stripping:
1. Remove soil material containing sod, grass, or other vegetation to depth of 6 inches from areas to receive fill or pavement and from area within 5 feet outside foundation walls.
2. Deposit stripped material in accordance with following requirements:
a. At locations acceptable to Engineer.
b. Use accepted material in top 6 inches of areas to be used for future planting.
D. Preservation of Vegetation and Property:
1. Every reasonable effort shall be made to preserve and protect trees, natural vegetation, landscaping, structures, fences, and natural barriers that are not in conflict with the completion of the Work. Existing trees not shown to be removed on the Drawings shall be protected in place. Such features that are damaged by the Contractor’s activities shall be replaced or otherwise repaired in a manner meeting the approval of the Construction Manager. Trees that are not designated to be removed, but are removed without the written consent of the Construction Manager shall be replaced in kind at the Contractor’s expense and the Contractor shall be subjected to Liquidated Damages per the General Conditions.
2. Acceptance by the Construction Manager of the Contractor’s operations or methods of clearing, grubbing, demolition, or disposal shall not relieve the Contractor of the responsibility for protecting the Work and adjacent
Site Clearing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02200 (BidSetFinal) properties. While performing Work under this Section, the Contractor shall comply with the terms and conditions concerning preservation of property as described in the General Conditions of this Contract and other Specification Sections.
E. Material reuse and recycling:
1. 100 percent of trees, stumps, rocks and associated vegetation and soils resulting primarily from land clearing shall be reused or recycled. For a phased project, such material may be stockpiled on site until project completion.
2. Contractor shall provide Engineer with list of local markets and salvage sites for reuse of clearing debris.
END OF SECTION
Dewatering - Plant
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DEWATERING - PLANT
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Installation and maintenance of dewatering systems.
2. Disposal of water entering excavation or other parts of the Work.
1.02 REFERENCES
A. National Electrical Manufacturers Association (NEMA):
1. 250 - Enclosures for Electrical Equipment (1000 V Maximum).
1.03 SUBMITTALS
A. Dewatering plan:
1. Dewatering design analysis.
2. Required permits.
3. Arrangement, location, and depths of dewatering system components.
4. Type and sizes of filters.
5. Identify proposed alignment, support, and protection for discharge pipe.
Identify location of discharge and provide details for that location. For pipes discharging to manholes, provide details of pipe entry at manhole.
B. Well construction logs, including:
1. Descriptions of actual materials encountered, categorized in accordance with Unified Soil Classification System.
2. Construction details.
3. Well development procedures and results.
4. Deviations from original design.
C. Flowmeter:
1. Product information on flowmeter and chart recorder.
2. Recent flowmeter calibration documentation.
3. Chart(s) from flowmeter chart recorder.
D. Qualifications:
1. Dewatering contractor.
2. Dewatering design engineer.
3. Testing laboratory.
E. Control points and schedule of measurements:
1. Location and details of control points and method and schedule of measurements.
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2. All structures or facilities located within the radius of influence of the dewatering operation shall have control points established to detect any settlement which may develop.
3. Within 24 hours of constructing control points, survey and submit measurements at each control point. Submit copy of field notes with measurements.
4. Survey and submit measurements of control points every 7 days. Submit measurements within 24 hours. For each control point:
a. Show current measurement and the change in measurement from first measurement taken.
b. Show graphical plot of movements.
1.04 QUALITY ASSURANCE
A. Dewatering plan and dewatering system analysis:
1. Prepared by a qualified Civil Engineer, licensed in the state where the Project is located.
a. The dewatering design engineer shall have at least 8 years of experience in designing similar systems.
B. Dewatering Contractor shall have at least 8 years of experience in installing similar systems.
C. Testing laboratory shall meet discharge permit testing laboratory qualifications.
D. Regulatory requirements:
1. Obtain required water discharge permits.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Flowmeter and chart recorder: The following or equal:
1. Badger Turbo Series Meter with totalizer.
2.02 DESIGN AND PERFORMANCE CRITERIA
A. Design requirements:
1. Keep excavations reasonably free from water. Draw down static groundwater level to minimum of 3 feet below anticipated bottom of excavations before the excavation reaches bottom elevation.
2. Dewatering design analysis. Include the following:
a. Evaluation of anticipated subsurface conditions.
b. Required well spacing.
c. Diameter of wells.
d. Depth to screen, screen height, and mesh size.
e. Backfill and filter pack.
f. Pump size.
g. Drawdown duration.
h. Drawdown and steady state flow rates.
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02240-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02240 (BidSetFinal) i. Plans for de-silting of groundwater before discharge. j. Anticipated area influenced by dewatering system and potential impacts to adjacent structures, existing and proposed. Mitigation measures needed to prevent any expected settlements. Contingency plan for restoring nearby structures if settlement is observed as result of dewatering operations.
k. Expected settlements.
3. Include water drawdown curves in dewatering calculations.
4. Coordinate dewatering design with excavation and shoring design. Excavation and shoring design shall consider changes in groundwater conditions and associated earth pressures.
5. Do not place concrete or masonry foundations or concrete slabs in water. Do not allow water to rise over these elements until concrete or mortar has set for at least 24 hours.
6. Maintain operation of dewatering system until complete structure -- including walls, slabs, beams, struts, and other structural elements -- has been constructed; concrete has attained its specified compressive strength; and backfill has been completed to finished grade.
7. Provide standby power to ensure continuous dewatering in case of power failure.
B. Dewatering shored excavations:
1. Dewater from within shoring.
2. Use impermeable shoring system to minimize lowering of groundwater outside shoring.
3. Extend impermeable shoring below bottom of excavation sufficient amount to:
a. Minimize lowering of groundwater outside shoring.
b. Prevent unstable excavation due to piping and heave.
4. To minimize settlement outside shoring due to dewatering, do not lower groundwater outside shoring more than 1 foot. Provide groundwater recharge if required to maintain this groundwater elevation outside of shoring.
5. Provide monitoring wells located outside shoring for monitoring groundwater elevation.
C. Obtain written permission from Engineer before locating wells, well points, or drain lines for dewatering within the limits of a structure’s foundation.
D. Locate dewatering facilities where they will not interfere with utilities and construction work to be performed by others.
E. Discharge:
1. Discharge water to the City of Ukiah Wastewater Treatment Plant (WWTP) influent channel in accordance with permits.
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3.01 INSTALLATION
A. The responsibility for conducting the dewatering operation in a manner which will protect adjacent structures and facilities rests solely with Contractor.
B. During construction, provide and maintain ample means and devices to promptly remove and properly dispose of water entering excavation or other parts of the work, whether water is surface water or underground water.
C. Keep excavations reasonably free of water.
D. Make provisions to maintain continuous dewatering:
1. Provide standby power to maintain dewatering during power outages and interruptions.
2. Provide 24-hour monitoring by personnel skilled in operation and maintenance of the system, and capable of providing or obtaining work required to maintain system operation.
E. Monitoring wells:
1. Provide at least 1 groundwater level monitoring well. If more than 4 dewatering wells or well points are installed, provide 1 additional monitoring well for every 4 dewatering wells or well points.
2. Locate monitoring wells within 6 feet of excavation and mid-way between dewatering wells or well points.
3. Provide temporary threaded cap, not less than 2 inches in diameter at the top of wells.
4. Protect dewatering wells in place during excavation.
F. Intercept and divert precipitation and surface water away from excavations. Use dikes, curb walls, ditches, pipes, sumps, or other means acceptable to Engineer.
G. Disposal of water:
1. Dispose of water from the work in suitable manner without damage to adjacent property.
2. Do not drain water into work built or under construction.
3. Properly dispose of discharge water in accordance with Federal, State, and local requirements and permits and in such manner that it will not be a menace to public health or safety.
4. For discharge of water into holding tanks or infiltration ponds, include a means of overflow protection that is acceptable to Engineer.
H. Wells, well points, and drain lines for dewatering:
1. Provide after receiving Engineer's written acceptance.
2. Fill dewatering wells, pipes, and french drains to be left in place within structure foundation limits with Class “C” concrete as specified in Section 03300 - Cast-in-Place Concrete or grout as specified in Section 03600 - Grouting.
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3.02 CONSTRUCTION
A. Prior to release of groundwater to its static level: Confirm that:
1. All groundwater pressure relief devices for structure are fully operational.
2. Construction of structure is complete and concrete has reached its specified compressive strength.
3. Backfill of structure is complete.
B. Control release of groundwater to its static level to prevent disturbance of natural foundation soils or compacted backfills and fills and to prevent flotation or movement of structures, pipelines, or other facilities.
3.03 FIELD QUALITY CONTROL
A. Flowmeter and chart recorder:
1. Provide flowmeter and continuous 24-hour chart recorder for recording dewatering flow.
2. Maintain meter recorder and provide continuous reading charts with minimum capacity of 24 hours each.
3. Calibrate flowmeter and recorder device to provide accuracy within 5 percent.
4. Submit written evidence of calibration of meter and recorder signed by a Professional Engineer registered in the state where Project is located.
5. Portable recorder (bench mount), dual scale, and mounted in NEMA Type 4X enclosure with transparent plastic door and latch. Operate unit off 115-volts, 60-Hertz power supply.
6. Submit readings to the Engineer on a weekly basis.
B. Monitoring wells:
1. Record groundwater levels at least once a week. Submit readings to Engineer within 1 week.
END OF SECTION
Dewatering - Linear Infrastructure
02241-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02241 (BidSetFinal) SECTION 02241
DEWATERING - LINEAR INFRASTRUCTURE
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Requirements to dewater trench excavations.
1.02 REFERENCES
A. National Electrical Manufacturers Association (NEMA):
1. 250 - Enclosures for Electrical Equipment (1,000 V Maximum).
1.03 COORDINATION REQUIREMENTS
A. Coordinate the dewatering system design with excavation and shoring design.
B. Excavation and shoring design shall consider changes in groundwater conditions and associated earth pressures in compliance with project geotechnical report requirements.
C. Do not place concrete or masonry foundations or concrete slabs in water. Do not allow water to rise over these elements until concrete or mortar has set for at least 24 hours.
1. Maintain operation of dewatering system:
a. Until complete structure has been constructed, including walls, slabs, beams, struts, and other structural elements.
b. Concrete has attained its specified compressive strength. c. Backfill has been completed to 3 feet above normal static groundwater level at the site.
1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures and Section 01600 - Product Requirements.
B. Dewatering Plan.
C. Copies of correspondence with the authorities having jurisdiction, regarding dewatering operations, including but not limited to the authorization to drill, well driller's license, well driller’s permits, and completion report.
D. Well construction logs: Include the following at a minimum:
1. Descriptions of actual materials encountered, categorized in accordance with the Unified Soil Classification System.
2. Construction details.
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3. Well development procedures and results.
4. Deviations from original design.
E. Submit a drainage encroachment permit.
F. Submit a Settlement Monitoring Plan.
G. Qualifications:
1. Dewatering Contractor.
2. Dewatering design Engineer.
a. Civil Engineer, licensed in state where the project is located. b. Minimum experience: 8 years of experience in designing similar systems of equal type, size, and complexity to that required for the Work.
3. Testing laboratory.
H. Flowmeter:
1. Product information on flowmeter and chart recorder.
2. Recent flowmeter calibration documentation.
3. Flowmeter chart recorder.
1.05 CONTROLS
A. Dewatering shall be performed at the discretion of Contractor as approved by the Engineer.
B. Contractor shall demonstrate the system proposed and verify that adequate equipment, personnel, and materials are provided to dewater the excavations.
C. Contractor shall discharge water without damaging adjacent property, and in conformance with discharge permit and regulations, including meeting discharge limitation parameters.
1. Any penalties and fees due to Non-Conformance with permit shall be the responsibility of the Contractor.
D. Contractor shall control the rate and effect of the dewatering in such a manner as to avoid objectionable settlement and subsidence, defined shows settlement or damage that resulted from the dewatering.
1. Engineer has determined 1 inch as the maximum amount of settlement moving upward or downward at any monitoring point in comparison to the elevations taken during the baseline survey.
2. Operating wells for active dewatering shall not exceed a distance of 2,000 linear feet at a single trenching run and the discharge water volume must be within the terms of the discharge Permit.
a. Simultaneous dewatering at different trenching runs will be performed under the same discharge Permit and the cumulative discharge water volume is subject to the terms of the Permit.
3. Operating wells for active dewatering shall not exceed 90 days of continuous operation at a single trenching run.
a. At a time not longer than 80 days after the beginning of dewatering operations at a trenching run, if the Contractor believes that construction
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b. At that time, a meeting between the Contractor and the Engineer shall be scheduled to review settlement monitoring surveys and to discuss options in order to prevent damage to existing structures.
4. If survey monitoring during dewatering activities reveals settlement upward or downward of any monitoring point has reached 90 percent of this maximum settlement value the Contractor shall notify the Engineer immediately. a. At that time, a meeting between the Contractor and the Engineer shall be scheduled to review settlement monitoring surveys and to discuss options in order to prevent damage to existing structures.
E. Contractor shall be responsible for ensuring dewatering operations shall be adequate to ensure the integrity of the finished project.
1.06 SETTLEMENT
A. Establish reference points by a Professional Land Surveyor where critical structures or facilities exist immediately adjacent to areas of proposed dewatering.
B. Observe reference points at daily intervals by a Professional Land Surveyor to detect settlement.
C. Contractor shall implement a Settlement Monitoring Plan. The plan shall include, but not be limited to the following:
1. Contractor shall be responsible to install settlement monitoring points along those existing structures within the influence zone of the dewatering wells. The location and number of monitoring points including the method of establishing the points shall be approved by the Engineer prior to their installation.
2. Contractor shall utilize a land surveyor licensed in the State of California, to perform settlement monitoring surveys. The surveyor shall select a benchmark or control point to perform settlement surveys suitable to the Engineer that is outside of the influence zone of the dewatering system.
3. Contractor shall establish settlement monitoring points at maximum 200-foot intervals along the existing right-of-way on both sides of the construction areas for open cut pipelines.
4. Contractor shall establish settlement monitoring points at maximum 50-foot intervals along the existing right-of-way on both sides of the construction areas for tunneled pipelines; and 6 monitoring points by each launching or receiving shaft, 2 points on either side of shaft, 2 points on curb each side of roadway at the prescribed intervals for tunneling.
a. Additional monitoring points to be identified by the Engineer, may be required at locations of critical structures.
b. The settlement monitoring plan and the monitoring points shall be approved by the Engineer and installed prior to the initial start-up of the dewatering system.
5. Contractor/Owner shall perform a baseline survey of monitoring points prior to the start-up of the dewatering system and then perform a survey once weekly within the areas of active dewatering. A final survey shall also be performed at least 60 days after the decommissioning of the dewatering system.
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6. Contractor shall furnish a report of the settlement monitoring elevations with cumulative elevation differences to the Engineer within 24 hours of the survey being performed.
a. Contractor shall also furnish a final report including the results of all surveys at the end of the settlement monitoring period. b. Contractor shall notify the Engineer of the settlement monitoring schedule at least 7 days prior to the final settlement monitoring survey performed.
D. Contractor shall install monitoring wells to monitor the groundwater level:
1. Provide at least 1 groundwater level monitoring well. If more than 4 dewatering wells or well points are installed, provide 1 additional monitoring well for every 4 dewatering wells or well points.
2. Locate monitoring wells within 6 feet of excavation and mid-way between dewatering wells or well points.
3. Provide temporary threaded cap, not less than 2 inches in diameter at the top of wells.
4. Protect dewatering wells in place during excavation.
1.07 DEWATERING WELLS
A. Contractor shall design the well casing, screen slot size, and gravel filter pack according to applicable laws and regulations.
PART 2 PRODUCTS
2.01 SYSTEM DESCRIPTION
A. Contractor shall design the dewatering system to keep excavations reasonably free from water. Draw down static groundwater level to minimum of 3 feet below anticipated bottom of excavations before the excavation reaches bottom elevation.
B. Dewatering design and analysis. Include the following:
1. Evaluation of anticipated subsurface conditions.
2. Required well spacing.
3. Diameter of wells.
4. Drilling method and development technique.
5. Depth to screen, screen height, and mesh size.
6. Backfill and filter pack.
7. Pump size.
8. Drawdown curves.
9. Drawdown duration.
10. Drawdown and steady state flow rates.
11. Plans for treatment of groundwater treatment.
12. Plans for de-silting of groundwater before discharge.
13. Anticipated area influenced by dewatering system and potential impacts to adjacent structures, existing and proposed.
a. Mitigation measures needed to prevent any expected settlements. b. Contingency plan for restoring nearby structures if settlement is observed as result of dewatering operations.
14. Expected settlement calculations.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02241 (BidSetFinal) C. Contractor shall include water drawdown curves in dewatering calculations.
D. Provide dewatering design sealed by a registered Professional Engineer, licensed in the project location.
2.02 DESIGN CRITERIA
A. Prior to excavation, submit a detailed Dewatering Plan and operation schedule for dewatering of excavations.
B. Create a Settlement Monitoring Plan and submitted to the Engineer for approval.
C. Design the dewatering system to keep excavations reasonably free from water.
1. Select appropriate method to dewater, subject to Engineer's review and concurrence.
2. Shored excavation dewatering as specified in Section 02318 - Trenching.
3. Draw down static groundwater level to minimum of 3 feet below anticipated bottom of excavations before the excavation reaches bottom elevation.
4. Dewatering analysis shall determine the following:
a. Evaluation of anticipated subsurface conditions.
b. Required well spacing.
c. Diameter of wells.
d. Depth to screen, screen height, and mesh size.
e. Backfill and filter pack.
f. Pump size.
g. Drawdown curves.
h. Drawdown duration.
i. Drawdown and steady state flow rates.
j. Plans for treatment of groundwater treatment.
k. Settlement calculations.
5. Prevent unstable excavation due to pumping and heave.
6. Dewatering plan prepared by a professional Engineer licensed in the state where the project is located.
7. Dewatering plan shall include, but not be limited to the following:
a. Dewatering design analysis and supporting calculations. b. Required permits.
c. Arrangement, location, and depths of dewatering system components including monitoring wells.
d. Type of proposed pumps to be used and their locations. e. Header piping size, material, and piping alignments. f. Meter type and locations.
g. Valve type and locations.
h. Piezometer locations.
i. Well casing and well screen materials.
j. Gravel filter pack materials.
k. Proposed discharge locations, as identified in this Section. l. Settling tanks and filters.
m. Pipeline material, alignment, and connection details. n. Materials added to borehole during drilling and construction of wells. o. Sample and sieve analysis of well materials.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02241 (BidSetFinal) p. Settlement Monitoring Plan for existing above and underground structures adjacent to the dewatering system.
q. Standby pumping equipment.
r. Required power supply equipment.
s. Design of any needed water treatment facilities shall comply with the NPDES Discharge Permit.
D. Locate dewatering facilities where they will not interfere with utilities and construction work.
E. Contractor shall design and install a water treatment system if necessary to comply with discharge limitation parameters.
F. Decommissioning:
1. Contractor shall obtain Engineer's approval to begin decommissioning activities.
2. Contractor shall decommission and remove dewatering system.
3. Contractor shall abandon existing monitoring wells located along the alignment.
2.03 EQUIPMENT
A. Provide and maintain equipment necessary for dewatering.
B. Keep standby equipment available at all times to ensure efficient dewatering and maintenance of dewatering operation during power failure.
2.04 DEWATERING PUMPS
A. The preliminary well type and location are as indicated on the Drawings.
B. Pumps shall be specifically designed for dewatering applications where pumping sand may be encountered.
1. The impeller and rotor shaft shall be hardened, heat-treated stainless steel.
The mechanical seal material shall be silicon carbide.
2. Pump motor shall have thermal overload protection.
2.05 FLOWMETER AND CHART RECORDER
A. Flowmeter and chart recorder: One of the following or equal:
1. Badger Turbo Series Meter with totalizer.
PART 3 EXECUTION
3.01 DEWATERING PROCEDURES
A. The designer of the dewatering system shall oversee dewatering operations.
B. Site grading shall promote drainage. Surface runoff shall be diverted away from excavations.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02241 (BidSetFinal) C. Complete dewatering prior to excavation.
1. Ensure that the subsurface soil is not being removed by the dewatering operation.
D. Continue dewatering operations throughout construction to achieve the following:
1. Maintain the groundwater level a minimum of 3 feet below bottom of excavation.
2. Preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation.
E. Contractor shall make provisions to maintain continuous dewatering.
1. Provide standby power to maintain dewatering during power outages and interruptions.
2. Provide 24-hour monitoring by personnel skilled in operation and maintenance of the system, and capable of providing or obtaining work required to maintain system operation.
F. If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, excavate the affected areas and replaced with drain rock at no additional cost to Owner.
G. Maintain a trench bottom free from standing water.
H. Prevent flotation by maintaining a positive and continuous removal of water.
I. Contractor shall be fully responsible and liable for damages that may result from failure to adequately keep excavations dewatered.
J. Do not place concrete or masonry foundations or concrete slabs in water.
1. Do not allow water to rise over these elements until concrete or mortar has set for at least 24 hours.
K. Maintain operation of dewatering system until the pipeline has been installed and backfill has been completed to finished grade 3 feet above normal static groundwater level at the site.
L. Wells, well points, and drain lines for dewatering:
1. Obtain Engineer's written acceptance prior to commencing operations.
2. Fill dewatering wells, pipes, and French drains to be left in place within structure foundation limits with Class “C” concrete as specified in Section 03300 - Cast-In-Place Concrete, or grout as specified in Section 03600 - Grouting.
3.02 SETTLEMENT AND GROUNDWATER LEVEL MONITORING
A. Conduct dewatering operation in a manner that will protect adjacent structures and facilities.
B. Repair damage to adjacent structures and restore facilities at no expense to Owner.
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3.03 WATER DISPOSAL
A. Discharge water to nearest sanitary sewer manhole in accordance with the permits.
B. Dispose of water from the work in suitable manner:
1. Without damage to adjacent property.
2. That will not be a menace to public health or safety.
C. Do not drain dewatering water or associated debris into the Work built or under construction.
D. For discharge of water into holding tanks or infiltration ponds, include a means of overflow protection that is acceptable to the Engineer.
3.04 FIELD QUALITY CONTROL
A. Monitoring wells:
1. Record groundwater levels at least once a week. Submit readings to Engineer within 1 week.
B. Flowmeter and chart recorder:
1. Provide flowmeter and continuous 24-hour chart recorder for recording dewatering flow.
2. Maintain meter recorder and provide continuous reading charts with minimum capacity of 24 hours each.
3. Calibrate flowmeter and recorder device to provide accuracy within 5 percent.
4. Submit written evidence of calibration of meter and recorder signed by a Professional Engineer registered in the state where Project is located.
5. Portable recorder (bench mount), dual scale, and mounted in NEMA Type 4X enclosure with transparent plastic door and latch. Operate unit off 115-volts, 60-hertz power supply.
6. Submit readings to the Engineer on a weekly basis.
END OF SECTION
Excavation Support and Protection
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02260 (BidSetFinal) SECTION 02260
EXCAVATION SUPPORT AND PROTECTION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Requirements for designing, providing, maintaining, and removing excavation support and protection.
1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):
1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
B. California Code of Regulations (CCR):
1. Title 8 - Industrial Relations:
a. Division 1. Department of Industrial Relations:
1) Chapter 4. Division of Industrial Safety:
a) Subchapter 4. Construction Safety Orders:
(1) Article 6. Excavations.
C. Department of the Navy Naval Facilities Engineering Command (NAVFAC):
1. Design Manual 7.2 - Foundations and Earth Structures.
2. Design Manual 7.3 - Soil Dynamics and Special Design Aspects.
D. State of California Department of Transportation (Caltrans):
1. Caltrans California Trenching and Shoring Manual.
E. United States Steel Corporation (USS):
1. Steel Sheet Piling Design Manual.
1.03 DEFINITIONS
A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.
B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes cantilevered sheet piling, internally braced sheet piling, slurry walls, and other similar shoring systems. Sloping of the soil is not shoring.
C. Support levels: Level of tiebacks, wales, rakers, bottom of excavation, and other types of support.
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1.04 SUBMITTALS
A. Shop drawings and calculations:
1. Calculations for different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by shoring, and sequence of removal of shoring.
2. Sketches showing the condition at various stages of installation and removal of shoring.
3. Show on plan shoring, structures, pipelines, and other improvements located near shoring.
4. When utilities penetrate shoring, show location of penetrations on elevation of sides of shoring.
5. Show details for ground support and sealing around utility penetrations.
6. Indicate method used for installing driven shoring.
B. Control points and schedule of measurements:
1. Submit location and details of control points and method and schedule of measurements.
2. Survey data.
C. Detailed sequence of installation and removal of shoring:
1. Consider effects of ground settlement in sequence of installation and removal of shoring.
2. Provide sketches showing conditions at various stages in sequence of installation and removal of shoring.
D. Submit submittals for excavation support and protection as complete package and include items required in this Section:
1. Incomplete submittals will not be reviewed and will be returned for resubmittal as complete package.
E. Submit dewatering submittals as specified in Section 02240 - Dewatering with submittals for excavation support and protection.
1.05 SEQUENCING
A. Do not begin construction of any shoring or excavation operations until:
1. Submittals for shoring and dewatering have been accepted.
2. Control points as specified in this Section and on existing structures and other improvements as indicated on the Drawings have been established and surveyed to document initial elevations and locations.
3. Materials necessary for installation are on site.
B. Submit submittals minimum of 60 days prior to scheduled date to begin excavation work.
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Where general engineering design practice is specified, provide drawings and calculations that are performed and signed by civil or structural engineer registered in State where Project is located:
1. Clearly disclose assumptions made, criteria followed, and stress values used for materials being used in design calculations.
2. Submit list of references acceptable to Engineer that substantiating appropriateness of design assumptions, criteria, and stress values.
B. Design requirements:
1. General:
a. In accordance with requirements in CCR, Title 8, Chapter 4, Subchapter 4, Article 6 for trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in. 1) Where such designs vary from excavation support standards set forth in CCR, Title 8, Chapter 4, Subchapter 4, Article 6, submit design calculations pursuant to general engineering design practice. 2) Provide means for safe and stable excavations that are not less effective than required in CCR, Title 8, Chapter 4, Subchapter 4, Article 6.
3) The preceding requirements do not apply to trench excavation support conforming to standards set forth CCR, Title 8, Chapter 4, Subchapter 4, Article 6.
b. Dewatering:
1) Dewater soil inside shoring as specified in Section 02240 - Dewatering (Plant) and Section 02241 - Dewatering (Linear Infrastructure).
2) Do not lower groundwater outside of shoring more than 1 foot. 3) Recharge groundwater outside shoring to limit groundwater draw down outside of shoring to amount specified above.
c. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in building code as specified in Section 01410 - Regulatory Requirements, increase in such stresses shall not exceed 10 percent of value of prescribed stresses.
d. Minimum safety factor used for design shall not be less than 1.5. e. The calculated minimum depth of penetration of shoring below bottom of excavation shall be increased not less than 30 percent if full value of allowable passive pressure is used in design.
f. Maximum height of cantilever shoring above bottom of excavation shall not exceed 15 feet. Use braced shoring when height of shoring above bottom of excavation exceeds 15 feet.
g. The location of point of fixity for shoring shall not be less than half calculated minimum embedment depth below bottom of excavation. h. Generally acceptable references for design of shoring and excavations are as follows:
1) ASCE Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
2) Caltrans California Trenching and Shoring Manual.
Excavation Support and Protection
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4) NAVFAC Design Manual 7.3.
5) USS Steel Sheet Piling Design Manual.
i. Maximum total deflection of shoring at any point on shoring shall not be more than 1/4 inch.
2. Soldier piles and lagging:
a. Provide lagging over full face of excavation. Joints between pieces of lagging shall be tight to prevent loss of soil.
b. Provide full face lagging all around penetrations through lagging. c. If the soldier piles are installed in predrilled holes and are not concrete encased, fill predrilled holes with controlled low strength material as specified in Section 02312 - Controlled Low Strength Material (CLSM) after soldiers piles are installed.
d. Assumed effective width for passive soil resistance:
1) Effective width of driven soldier piles shall not exceed 2 times width of pile.
2) Effective width of CLSM encased soldier piles in drilled holes shall not exceed 2 times width of pile.
3) Effective width of concrete encased soldier piles shall not exceed 2 times width of concrete encasement.
e. Fill voids behind lagging with gravel or other material acceptable to Engineer.
f. Apply loads from tie back soil, rock, or deadman anchors concentrically to soldier piles or wales spanning between soldier piles:
1) Wales shall be back-to-back double channels or other members acceptable to Engineer.
2) Do not eccentrically load structural section of soldier piles or wales. g. Design soldier piles for downward loads including vertical loads from tieback anchors.
3. Set inside face of shoring back from structure not less than greater of following:
a. 5 feet from face of wall.
b. 2 foot 6 inches from edge of foundation.
c. Depth of excavation below bottom of foundation.
C. Performance requirements:
1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.
b. Specified provisions:
1) Complement, but do not substitute or diminish, obligations of Contractor for furnishing of safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of Work, structures, and other improvements.
2) Represent minimum requirement for:
a) Number and types of means needed to maintain soil stability.
Excavation Support and Protection
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c) Methods and frequency of maintenance and observation of means used for maintaining soil stability.
2. Provide safe and stable excavations by means of sheeting, shoring, bracing, sloping, and other means and procedures, such as draining and recharging groundwater and routing and disposing of surface runoff, required to maintain stability of soils and rock.
3. Provide support for trench excavations for protection of workers from hazard of caving ground.
4. Provide shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
1) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
2) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.
b. For trenches 5 feet and deeper.
c. For trenches less than 5 feet in depth, when there is potential for cave-in. d. Where indicated on the Drawings.
5. For safe and stable excavations, use appropriate design, construction, and maintenance procedures to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff shoring systems.
b. Following appropriate construction sequence.
c. Using shoring system that is tight enough to prevent soil loss through the shoring.
d. Using shoring system that extends far enough below bottom of excavation to prevent piping, heave, or flow of soil under shoring. e. Design for safety factor of not less than 1.50.
f. Providing surface runoff routing and discharge away from excavations. g. Where dewatering inside shoring is necessary, recharge groundwater outside shoring as necessary to prevent settlement in area surrounding shored excavation.
h. Where sheet piling is used, use interlocking type sheets:
1) Sheet piles shall be continuous and driven in interlock. 2) If bottom of the excavation is located below the water table, use “ball and socket” or "thumb and finger" type interlock.
i. Not applying shoring loads to existing structures and other improvements. j. Not changing existing soil loading on existing structures and other improvements.
k. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members when gap exceeds 1/4 inch before wales are loaded.
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3.01 CONSTRUCTION
A. Installation of shoring:
1. Install means for providing safe and stable excavations as indicated in submittals.
B. Removal of shoring:
1. Except for slurry walls, and similar shoring systems, remove shoring by completion of Work.
2. Select shoring system and method of removal, which will minimize soil that sticks to shoring from creating voids and causing settlement.
3. To prevent settlement caused by pulling shoring, fill voids with pressure injected grout:
a. Inject grout starting at bottom of void and progressively fill void to grade. b. Minimize length of shoring removed ahead of grouting operation and limit time void is left ungrouted to prevent void from closing up before being grouted.
4. Pressure preservative treated wood lagging may be left in place if acceptable to Engineer.
C. Control points:
1. Establish control points on shoring and on structures and other improvements in vicinity of excavation for measurement of horizontal and vertical movement:
a. Set control points on shoring support system:
1) Set points at distances not exceeding 25 feet at each support level.
2. Promptly upon completion of construction of control points survey control points. Submit copy of field notes with measurement.
3. Perform horizontal and vertical survey and measurement of control points at least once every week.
a. Field notes shall show current measurement and change in measurement from first measurement taken.
4. Set control points on corners of existing structures and on curbs, manholes, and other improvements at the locations indicated on the Drawings.
5. Provide plumb bobs with horizontal targets indicating original position of plumb bobs in relation to shoring at control points.
D. Maintenance:
1. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to Engineer.
2. Where measurements and observations indicate possibility of failure or excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.
END OF SECTION
Subsurface Utility Engineering
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SUBSURFACE UTILITY ENGINEERING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Requirements for subsurface utility engineering (SUE) as part of the Work for new pipelines.
1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):
1. 38-02 Standard Guideline for the Collection and Depiction of Existing and Subsurface Utility Data.
1.03 DEFINITIONS
A. General: Definitions used in this Section are in accordance with ASCE 38-02.
1.04 REQUIREMENTS
A. Existing utilities indicated on the Drawings are approximate only and are provided based on the best information available by use of record documents provided by the Owner and the geotechnical reports included as Appendices to the Specifications.
B. Existing utilities are shown for the convenience of Contractor only.
1. It is the Contractor’s responsibility to field verify the vertical and horizontal location of all utilities including those not indicated or incorrectly indicated on the Drawings.
C. Contractor is responsible to review all geotechnical reports, record drawings, and Contract Documents.
D. Coordinate with utility locator, such as CALL BEFORE YOU DIG, and other affected entities when they have jurisdiction over the project site.
E. Contractor is responsible for protecting all utilities encountered.
1. Before any excavation, follow requirements of Section 01140 - Work Restrictions.
2. If a conflict exists between what is indicated on the Drawings and what exists in the field, Contractor shall notify Engineer immediately.
F. Where scheduled, provide subsurface utility engineering services by a Civil Engineer registered in California in accordance with ASCE 38-02.
Subsurface Utility Engineering
02280-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02280 (BidSetFinal) G. Requirements: The SUE shall entail the following at a minimum:
1. Review of existing record drawings.
2. Geophysical methods such as ground-penetrating radar.
3. Soft excavation to locate known utilities along the proposed pipeline alignment.
4. Open trench excavation to locate unknown utilities along the proposed pipeline alignment.
5. Utilization of field survey by a Professional Land Survey licensed in California for determination of vertical and horizontal locations.
1.05 QUALIFICATIONS
A. General: Contractor shall utilize the services of a qualified subconsultant for SUE services with minimum qualifications that include but are not limited to:
1. Minimum of 5 years of SUE experience in California where providing vertical and horizontal locations of utilities in accordance with ASCE 38-02 utility quality level A was required.
2. Completion of 5 SUE projects of equal or greater magnitude within the past 5 years.
1.06 SUBMITTALS
A. Shop drawings:
1. Contractor shall submit all SUE information as follows:
a. Plan drawings that clearly illustrate vertical and horizontal location of known and unknown utilities.
1) Horizontal location shall include northing and easting coordinates. 2) Vertical locations shall include top of pipe elevations and top and bottom of duct bank elevations.
b. Identifies size and material and service for known utilities. c. Identify size and material for unknown utilities.
2. Review of shop drawings and calculations by Engineer and Owner are for record only.
3. Drawings shall be performed, stamped, and endorsed by a Civil Engineer registered in California.
4. Field survey information shall be performed, stamped, and endorsed by a Surveyor registered in California.
B. Detailed sequence of SUE:
1. Submit a schedule for all SUE events that shows start, end, and intermediate milestones.
2. Provide sketches showing the conditions at various stages in the sequence of SUE.
C. Submit submittals for stability of excavations as a complete package and include all items required in this Section.
1. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package.
Subsurface Utility Engineering
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1.07 SEQUENCING AND SCHEDULING
A. Coordinate all Work with restrictions provided in Section 01140 - Work Restrictions.
B. Do not begin Work until submittals have been accepted by Engineer and until equipment and materials necessary for installation are on site.
C. Submit submittals a minimum of 30 days prior to the scheduled date to begin excavation work.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 SUE SCHEDULE
A. Provide SUE services for the following pipelines and utilities located within the City of Ukiah Wastewater Treatment Plant (WWTP) or the City of Ukiah Water Treatment Plant (WTP).
Description Facility Reference Drawings
Existing Sludge Lines WWTP 91C01
16-inch Recycled Water WWTP 91C01, 91C07
30-inch Recycled Water WWTP 91C01, 91C07
Duct Bank (Size Unknown) WWTP 91C01, 91C06, 91C07, 91C08 City of Ukiah Electric Utility WWTP 91C01, 91C06, 91C07 36-inch Final Effluent WWTP 91C08
12-inch Existing Utility WWTP 91C08
6-inch Drain WWTP 91C08
2-inch Existing Utility WWTP 91C08
4-inch Force Main WWTP 91C08
14-inch Back Wash WWTP 91C08
24-inch Final Effluent WWTP 91C08
24-inch Wash Water WWTP 91C08
18-inch CLCS Distribution WTP 98C01
24-inch Transfer Pipe WTP 98C01
24-inch Overflow WTP 98C01
1.5-inch Non-Potable water WTP 98C01
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6-inch Sanitary Sewer WTP 98C01
21-inch Sanitary Sewer WTP 98C01
16-inch Recycled Water WTP 98C01
B. Provide SUE services for the following pipelines and utilities located adjacent to the Recycled Water Distribution System alignment. See Attachment A for this section.
END OF SECTION
Subsurface Utility Engineering
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ATTACHMENT A - SUBSURFACE UTILITY ENGINEERING - SCHEDULE
STREET LOCATION
APPROX.
STATION
DWG #
UTILITY
TYPE
SIZE NOTES
Brush Street A13+86 99C01 SS 21"
Brush Street A13+90 99C01 W 16"
Brush Street A16+88 99C01 W Lat.
Brush Street A18+28 99C01 SS 6"
Brush Street A18+40 99C01 SS 15" Parallel
Brush Street A20+00 99C02 SS 15" Parallel
Brush Street A22+53 99C02 SS 6"
Brush Street A22+96 99C02 W Lat.
Brush Street A24+49 99C02 SD 15"
Brush Street A24+95 99C02 W Lat.
Brush Street A25+02 99C02 W Lat.
Brush Street A26+72 99C02 G Lat.
Brush Street A27+29 99C02 G Lat.
Brush Street A27+20 99C02 SS 6"
Brush Street A27+46 99C02 W Lat.
Brush Street A30+00 99C03 SS 15"
Brush Street A31+00 99C03 W 12" Parallel
Brush Street A32+00 99C03 SS 6"
Brush Street A32+12 99C03 SD 18"
Brush Street A32+44 99C03 W Lat.
Brush Street A32+85 99C03 T ‐
Brush Street A33+55 99C03 SS 15"
Brush Street A33+77 99C03 G Lat.
Brush Street A35+62 99C03 W Lat.
Brush Street A35+65 99C03 T ‐
Low Gap Road A44+18 99C04 SS 12"
Low Gap Road A44+23 99C04 SS 6"
Low Gap Road A44+40 99C04 E ‐ Parallel
Low Gap Road A44+80 99C04 W Lat.
Low Gap Road A45+23 99C04 W Lat.
Low Gap Road A45+28 99C04 E ‐
Low Gap Road A45+50 99C04 W Lat.
Low Gap Road A45+63 99C04 G Lat.
Low Gap Road A45+99 99C04 W Lat.
Low Gap Road A46+00 99C04 SS 8" Parallel
Low Gap Road A46+50 99C04 W Lat.
Low Gap Road A47+11 99C04 W Lat.
Low Gap Road A47+72 99C04 W Lat.
Low Gap Road A48+64 99C04 G Lat.
Low Gap Road A49+49 99C05 W Lat.
Low Gap Road A49+57 99C05 G Lat.
Low Gap Road A49+65 99C05 T ‐
Low Gap Road A49+73 99C05 E ‐
Low Gap Road A50+06 99C05 SS 8"
Low Gap Road A50+11 99C05 SS 12"
02280 Attachment A-1 8660F10 April 2023
Low Gap Road A50+17 99C05 G Unk.
Low Gap Road A50+20 99C05 E ‐
Low Gap Road A50+54 99C05 W Lat.
Low Gap Road A51+31 99C05 W Lat.
Low Gap Road A51+82 99C05 W Lat.
Low Gap Road A52+09 99C05 G 2"
Low Gap Road A52+46 99C05 W 6"
Low Gap Road A53+12 99C05 G Lat.
Low Gap Road A54+35 99C05 W 6"
Low Gap Road A54+38 99C05 SS 6"
Low Gap Road A54+46 99C05 G 2"
Low Gap Road A55+51 99C05 G 2"
Low Gap Road A56+22 99C05 W Lat.
Low Gap Road A56+28 99C05 G Lat.
Low Gap Road A57+53 99C05 Comm. ‐
Low Gap Road A58+00 99C05 W 12" Parallel
Low Gap Road A58+20 99C05 SD 18"
Low Gap Road A58+30 99C05 E ‐
Low Gap Road A58+47 99C05 W 8"
Low Gap Road A58+55 99C05 SS 8"
Low Gap Road A58+69 99C05 W 10"
Low Gap Road A58+71 99C05 E ‐
Low Gap Road A58+76 99C05 G Unk.
Low Gap Road A59+65 99C06 W Lat.
Low Gap Road A59+68 99C06 W Lat.
Low Gap Road A59+69 99C06 W Lat.
Low Gap Road A59+72 99C06 W Unk.
Low Gap Road A60+27 99C06 W Unk.
Low Gap Road A60+77 99C06 W Lat.
Low Gap Road A61+10 99C06 W 6"
Low Gap Road A61+40 99C06 W Lat.
Low Gap Road A61+70 99C06 G Lat.
Low Gap Road A62+14 99C06 G Lat.
Low Gap Road A62+55 99C06 W Lat.
Low Gap Road A62+91 99C06 SD 18"
Low Gap Road A64+38 99C06 E ‐
Low Gap Road A64+46 99C06 W Lat.
Low Gap Road A66+82 99C06 W Unk.
Low Gap Road A67+62 99C06 E ‐
Low Gap Road A67+86 99C06 Comm. ‐
Low Gap Road A70+68 99C07 W Lat.
Low Gap Road A77+07 99C07 Comm. ‐
Low Gap Road A77+50 99C07 Comm. ‐
Low Gap Road A77+55 99C07 SD 18"
Low Gap Road A79+90 99C08 G Unk.
Low Gap Road A79+95 99C08 Comm. ‐
Low Gap Road A79+98 99C08 E ‐
02280 Attachment A-2 8660F10 April 2023
Despina Drive A80+22 99C08 Comm. ‐
N Bush Street B10+15 99C09 E ‐
N Bush Street B10+96 99C09 SD 12"
N Bush Street B11+55 99C09 W 6"
N Bush Street B13+52 99C09 CATV ‐
N Bush Street B13+67 99C09 Comm. ‐
N Bush Street B13+79 99C09 E ‐
N Bush Street B14+13 99C09 E ‐
N Bush Street B17+00 99C09 G Unk.
N Bush Street B18+13 99C09 E ‐
N Bush Street B19+06 99C10 Comm. ‐
Arlington Drive B19+92 99C10 G Unk.
Arlington Drive B20+18 99C10 W Lat.
Arlington Drive B20+79 99C10 W Lat.
Arlington Drive B21+18 99C10 W Lat.
Arlington Drive B21+80 99C10 W Lat.
Arlington Drive B22+19 99C10 W Lat.
Arlington Drive B22+50 99C10 G Unk.
Low Gap Road C10+12 99C12 SS 8"
Low Gap Road C10+23 99C12 W 12"
N Bush Street C10+30 99C12 E ‐
N Bush Street C10+31 99C12 G Unk.
N Bush Street C10+39 99C12 Comm. ‐
N Bush Street C11+38 99C12 W Hyd.
N Bush Street C11+52 99C12 Comm. ‐
N Bush Street C11+78 99C12 G Unk.
N Bush Street C12+85 99C12 W Hyd.
N Bush Street C15+46 99C12 W Hyd.
N Bush Street C15+77 99C12 W Lat.
N Bush Street C15+82 99C12 G Unk.
N Bush Street C15+91 99C12 SS 6"
N Bush Street C16+27 99C12 SD 18"
N Bush Street C15+33 99C12 SD 12"
‐ C28+40 99C13 SD 18"
‐ C42+10 99C15 Utility 6"
‐ C46+40 99C15 SS 8"
Maple Ave C48+76 99C15 SS 6"
Maple Ave C48+85 99C15 G Unk.
Maple Ave C48+87 99C15 G Unk.
Live Oak Ave C53+08 99C16 SS 6" MH Adjacent
Live Oak Ave C53+19 99C16 W 8"
Live Oak Ave C53+24 99C16 W 8"
Clubhouse Drive C55+80 99C16 W 8"
Clubhouse Drive C56+80 99C16 W Lat.
Clubhouse Drive C59+80 99C17 W Hyd.
Clubhouse Drive C59+95 99C17 E ‐
Clubhouse Drive C60+25 99C17 W 8"
02280 Attachment A-3 8660F10 April 2023
Clubhouse Drive C60+95 99C17 W Hyd.
Park Boulevard C63+95 99C17 SS 6"
Park Boulevard C64+00 99C17 W 6"
Park Boulevard C68+43 99C17 SS 8"
02280 Attachment A-4 8660F10 April 2023
Earthwork
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EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade, compacting in final location, wetting and drying, and operations pertaining to site grading for buildings, basins, reservoirs, boxes, roads, and other facilities.
2. Backfilling and compacting under and around structures.
1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
B. ASTM International (ASTM):
1. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
2. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3).
3. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).
1.03 DEFINITIONS
A. Backfill adjacent to structure: Backfill within volume bounded by the exterior surfaces of structure, the surface of undisturbed soil in the excavation around structure, and finish grade around structure.
B. Embankments: Dikes, levees, berms, and similar facilities.
C. Excavation: Consists of loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction of structures, ditches, grading, roads, and such other purposes as are indicated on the Drawings.
1.04 SUBMITTALS
A. Copy of Property Owner’s Agreement allowing placement of surplus soil material on their property.
B. Excavation plan:
1. Describe/show planned conformance with excavation limits, dimensions, depths, and other constraints put forth in the Contract documents and Geotechnical report.
2. Describe/show proposed shoring and excavation methods.
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3. Describe/show how excavation process will be sequenced and coordinated.
4. If confined site, describe/show how access will be maintained to necessary areas during excavation process.
5. Describe/show proposed equipment and location of equipment placement, if critical to excavation stability.
C. Testing lab: Submit Contractor's proposed testing laboratory capabilities and equipment.
D. Test reports:
1. Submit certified test reports of tests specified to be performed by the Contractor.
2. Sign and seal test reports by a registered Geotechnical Engineer.
1.05 QUALITY ASSURANCE.
A. Initial compaction demonstration:
1. Adequacy of compaction equipment and procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 50 cubic yards of backfill adjacent to structures.
b. 100 cubic yards of embankment work.
c. 100 cubic yards of fill.
d. 50 cubic yards of roadway base material.
e. 100 cubic yards of road fill.
2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.
3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."
B. Contractor shall perform work related to this Section in accordance with the approved Stormwater Pollution Prevention Plan (SWPPP).
1.06 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements specified in this Section for excavation and uses of excavated material.
B. If necessary, stockpile excavated material in order to use it at specified locations.
C. Excavation, backfilling, and filling: Perform excavation, backfilling, and filling during construction in manner and sequence that provides drainage at all times.
Earthwork
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:
1. Where mud or other soft or unstable material is encountered, remove such material and refill space with stabilization material. Wrap stabilization material with stabilization fabric.
2. Obtain acceptable import material from other sources if surplus obtained within Project site does not conform to specified requirements or are not sufficient in quantity.
3. No extra compensation will be made for hauling of fill materials nor for water required for compaction.
2.02 MATERIALS
A. Water for compacting: Use water from source acceptable to Engineer.
B. Soil and rock materials:
1. General:
a. Provide aggregate base course, Class 2 permeable, controlled low-strength material, drain rock, gravel, native material, sand, select material, and stabilization material where specified or indicated on the Drawings.
b. If suitable surplus materials are available, obtain native material and select material from cut sections or excavations or imported materials.
2. Aggregate base course materials: As specified in Section 02050 - Soils and Aggregates for Earthwork.
3. Class 2 permeable: As specified in Section 02050 - Soils and Aggregates for Earthwork.
4. Drain rock: As specified in Section 02050 - Soils and Aggregates for Earthwork.
5. Gravel: As specified in Section 02050 - Soils and Aggregates for Earthwork.
6. Native material: As specified in Section 02050 - Soils and Aggregates for Earthwork.
7. Sand: As specified in Section 02050 - Soils and Aggregates for Earthwork.
8. Select material: As specified in Section 02050 - Soils and Aggregates for Earthwork.
9. Stabilization material: As specified in Section 02050 - Soils and Aggregates for Earthwork.
C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Materials (CLSM).
D. Geotextile fabrics:
1. Filter fabric: As specified in Section 02620 - Filter Fabric.
2. Stabilization fabric: As specified in Section 02621 - Stabilization Fabric.
Earthwork
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3.01 EXAMINATION
A. Verification of conditions:
1. Character and quantity of material:
a. Verify character and quantity of rock, gravel, sand, silt, water, and other inorganic or organic materials to be encountered in work to be performed. b. Determine gradation, shrinkage, and swelling of soil, and suitability of material for use intended in work to be performed.
c. Determine quantity of material, and cost thereof, required for construction of backfills, cuts, embankments, excavations, fills, and roadway fills, whether from onsite excavations or imported materials. Include in cost of work to be performed.
d. Include wasting of excess material, if required, in cost of work to be performed.
3.02 PREPARATION
A. Backfills:
1. After clearing and excavation are completed, scarify entire areas that underlie backfills or structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified before placing backfill material or concrete.
3. If foundation areas have cemented rock, cobbles, or boulders, do not scarify the top 6 inches prior to compaction. Moisten the native soil and compact the coarse fill as specified in this Section.
4. Do not place backfill against walls until:
a. Walls have been cast full height of structure and concrete has reached the specified strength.
b. Connecting slabs and beams have been cast, and concrete has reached the specified strength.
5. Prior to backfilling:
a. Remove forms.
b. Clean trash and debris from the excavation site.
6. After inspection of foundation, walls, and pipes, place backfill symmetrically around structures to prevent eccentric loading of structures.
B. Embankments:
1. After clearing is completed, scarify entire areas that underlie embankments to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified for embankments before placing of embankment material.
C. Fills:
1. After clearing is completed, scarify entire areas that underlie fill sections or structures to a depth of 6 inches and until surface is free of ruts, hummocks,
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2. Recompact scarified areas to density specified for compacted fills before placing of fill material or concrete.
D. Roadway fills:
1. After clearing is completed, scarify entire areas that underlie roadway fills to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified for roadway fills before placing of roadway fill material.
E. Sloped surfaces for fill or foundations:
1. Foundations for fill having slopes in excess of 1 vertical to 4 horizontal:
a. Bench or terrace to adequately key existing ground and fill built thereon.
2. Slopes of original hillsides and old fills: Bench minimum of 10 feet horizontally as fill is placed.
3. Provision of new benches:
a. Start new bench wherever vertical cut of next lower bench intersects existing grade.
b. Recompact material thus cut out along with new embankment material at no additional cost to the Owner.
3.03 INSTALLATION
A. General:
1. Dispose of excavated materials that are not required or are unsuitable for fill and backfill in lawful manner.
2. Dispose of surplus material on private property only when written permission agreement is furnished by owner of property. Submit copies of such agreements.
3. Rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension: Remove from project site at no additional cost to the Owner.
4. Stabilization of subgrade: Provide materials used, or perform work required, to stabilize subgrade so it can withstand loads that may be placed upon it by Contractor's equipment.
5. There will be no additional cost to the Owner for use of imported material.
B. Compaction:
1. Provide specified compaction for backfills, cuts, embankments, fills, roadway fills, and other earthwork.
2. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with compaction requirements specified in this Section for initial compaction demonstration and field quality control testing.
3. In-place density of compacted backfills, cuts, embankments, fills, and roadway fills determined in accordance with ASTM D1556, or with ASTM D6938.
4. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557.
5. To prevent damage to structures due to backfilling operations, place backfill with equipment that does not exceed AASHTO Standard Specifications for
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02300 (BidSetFinal) Highway Bridges, H-20 vehicle loading, within a distance from the face of the structure of not less than 1/2 the depth of backfill. The depth of backfill is the distance between the level being compacted and the bottom of the excavation.
Outside this distance, heavier compaction equipment may be used.
6. Compact to percentage of maximum density as follows:
a. Backfill adjacent to structures: 95 percent.
b. Backfilling voids: 95 percent.
c. Embankments: 95 percent.
d. Demolition areas: As indicated on the Drawings.
e. Other areas: 85 percent.
f. Under present and future structures: 95 percent.
g. Under roadways, parking and storage areas, curbs, and sidewalks:
95 percent.
h. Upper 6 inches of cuts: 95 percent.
i. Fills: 95 percent.
C. Dewatering: As specified in Section 02240 - Dewatering.
D. Excavation:
1. Blasting: Not permitted.
2. Excavations for trenching: As specified in Section 02318 - Trenching.
3. Excavations for structures:
a. Provide excavations conforming to dimensions and elevations indicated on the Drawings for each structure.
b. After clearing is complete, excavate for the structure, down to the elevation indicated on the Drawings. Unless directed by Engineer, do not carry excavations below elevation indicated on the Drawings. c. Where soil is encountered having unsuitable bearing value, Engineer may direct in writing that excavation be carried to elevations below those indicated on the Drawings.
d. Where excavations are made below elevations indicated on the Drawings, adjust elevations of excavations in accordance with the following requirements:
1) Under slabs: Restore to proper elevation in accordance with procedure specified for backfill in this Section.
2) Under footings: Restore to the proper elevation using one of the following:
a) Aggregate base course.
b) Controlled low-strength material.
e. Excavation width:
1) Extend excavations at least 2 feet clear from walls and foundations of structures to allow for placing and removal of forms, installation of services, and inspection.
2) Do not undercut slopes.
f. Difficulty of excavation: No extra compensation will be made for removal of rock or any other material due to difficulty of excavation.
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4. Excavation of lined channels:
a. Excavations in open cut for lined channels may be made so as to place concrete directly against excavated surfaces providing faces of excavations are:
1) Firm and unyielding.
2) Will stand or can be made to stand without sloughing. b. Excavations to provide subgrade for lined channel or subdrainage material: Excavate to lines and grades indicated on the Drawings.
5. Excavation of unlined channels and basins:
a. Excavate to lines and grades indicated on the Drawings. b. Perform excavation and grading so that finish surfaces are in uniform planes with no abrupt breaks in surface.
6. Excavation of ditches and gutters:
a. Cut ditches and gutters accurately to cross sections and grades indicated on the Drawings.
b. Take care not to excavate ditches and gutters below grades indicated on the Drawings.
c. Backfill excessive ditch and gutter excavations to grade with suitable material acceptable to the Engineer.
d. Do not deposit any material within 3 feet of edge of ditch unless otherwise indicated on the Drawings.
7. Necessary over excavation:
a. Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in backfilling of voids below, or as acceptable to the Engineer.
b. Backfill voids with material acceptable to the Engineer:
1) With acceptance of the Engineer, backfill with one of the following:
a) Aggregate base course.
b) Controlled low-strength material.
E. Materials for backfills, embankments, fills, and roadway fills:
1. General:
a. Obtain import material from other sources if surplus materials from cuts and excavations obtained from within Project site do not conform to specified requirements or are not sufficient in quantity for construction of Project.
2. Backfills:
a. Backfill adjacent to structures, slabs, or walls: Native material or imported material meeting the requirements of native material, unless otherwise specified or indicated on the Drawings.
b. Backfill material under concrete structures: Aggregate base course material, except in areas where controlled low-strength material or concrete encasement are indicated on the Drawings.
c. Extend backfill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.
3. Embankments:
a. Native material or imported material meeting the requirements of native material, unless otherwise specified or indicated on the Drawings.
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4. Fills:
a. Native material or imported material meeting the requirements of native material, unless otherwise specified or indicated on the Drawings. b. Extend fill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.
5. Roadway fills: One of the following, unless otherwise specified or indicated on the Drawings:
a. Aggregate base course material.
F. Placement:
1. General:
a. Lines and grades:
1) Construct backfills, embankments, fills, and road fills, at locations and to lines and grades indicated on the Drawings.
2) Overbuild permanent fill slopes by at least 1 foot and then cut to final grade to provide adequate compaction of the remaining fill.
2. Backfills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted backfills: Remove and recompact.
3. Fills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted fills: Remove and recompact.
4. Embankments:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted embankments: Remove and recompact.
5. Roadway fills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted roadway fills: Remove and recompact.
6. Loose fill:
a. In disposal areas: In disposal areas as indicated on the Drawings, bring fill up in an essentially level layer over entire spoil area indicated:
1) Continue filling spoil area until disposal of surplus excavated material is completed.
2) Slope edges of fill area at between 1 and 2 horizontal to 1 vertical to the intersection with existing grade.
3) Provide slopes that are smooth and uniform.
4) Level finished surface of disposal area to within 4 inches of elevation indicated on the Drawings.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02300 (BidSetFinal) b. Clods or hard lumps of earth of 6 inches in greatest dimension: Break up before compacting material in embankments, except as provided as follows:
1) When fill material includes large rocky material or hard lumps, such as hardpan or cemented gravel which cannot be broken readily, distribute such material throughout fill.
2) Place sufficient earth or other fine material around larger material as it is deposited so as to fill interstices and produce dense, compact fill.
Do not place such material within 2 feet of finish grade of fill.
3.04 FIELD QUALITY CONTROL
A. Confirmation tests:
1. Contractor's responsibilities:
a. Adequacy of compaction equipment and procedures:
1) Demonstrate adequacy of compaction equipment and procedures. 2) At each test location include tests for each type or class of backfill from bedding to finish grade.
b. Compaction sequence requirements:
1) Do not perform additional earthwork of the same kind until specified degree of compaction has been demonstrated.
c. Cost of confirmation tests: Paid for by the Contractor. d. Qualifications of Contractor's testing laboratory: Acceptable to Engineer. e. Copies of confirmation test reports: Submit promptly to the Engineer.
2. Frequency of confirmation testing:
a. Frequency of confirmation testing:
1) Perform testing not less than the following:
a) In-place density:
(1) Backfill: 50 cubic yards (CY).
(2) Embankment: 100 CY.
(3) Roadway fills: 50 CY.
b. Maximum dry density versus moisture:
1) Backfill: 200 CY.
2) Cuts: 200 CY.
3) Embankments: 200 CY.
4) Fills: 200 CY.
5) Roadway fills: 200 CY.
c. Cost of confirmation tests:
1) Paid for by the Contractor.
d. Qualifications of Contractor's testing laboratory:
1) Perform confirmation testing by soils testing laboratory acceptable to the Engineer. Copies of confirmation test reports: Submit promptly to the Engineer.
B. Tolerances:
1. Finish grading of backfills, cuts, embankments, fills, and roadway fills:
a. Perform fine grading under concrete structures such that finish surfaces are never above the grade or cross section indicated on the Drawings and are never more than 0.10 feet below.
b. Provide finish surface for areas outside of structures that are within
0.10 feet of grade or cross section indicated on the Drawings.
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2. Unlined channels and basins:
a. In both cut and fill, and levee and access road side slopes in cut: Vertical tolerance of none above and 3 inches below grade indicated on the Drawings on bottom and side slopes.
b. On top surface of levee and access road in both cut and fill, and levee and access road side slopes in fill: Vertical tolerance of none below and 3 inches above grade indicated on the Drawings.
3. Areas which are not under structures, concrete, asphalt, roads, pavements, sidewalks, dikes, and similar facilities:
a. Provide finish graded surfaces of either undisturbed soil, or cohesive material not less than 6 inches deep.
b. Intent of proceeding is to avoid sandy or gravelly areas.
4. Finish grading of surfaces:
a. Reasonably smooth, compacted, and free from irregular surface changes. b. Provide degree of finish that is ordinarily obtainable from blade grader operations, except as otherwise specified.
c. Uniformly grade areas that are not under concrete.
d. Finish ditches and gutters so that they drain readily.
C. Compliance tests:
1. Frequency of testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements previously specified.
3.05 ADJUSTING
A. Finish grades of excavations, backfills, and fills:
1. Repair and reestablish grades to required elevations and slopes due to any settlement or erosion that may occur from action of the elements or any other cause prior to final acceptance.
3.06 PROTECTION
A. Finish grades of backfills, cuts, excavations, and fills:
1. Protect newly graded areas from erosion and deterioration by action of the elements.
B. Ditches and gutters:
1. Maintain ditches and gutters free from detrimental quantities of debris that might inhibit drainage until final acceptance.
END OF SECTION
Lined Pond Earthwork
02301-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (BidSetFinal) SECTION 02301
LINED POND EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade, compacting in final location, wetting and drying, and operations pertaining to lined recovery pond earthwork.
2. The compacted pond liner shall be a minimum of 18 inches.
1.02 REFERENCES
A. ASTM International (ASTM):
1. D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soils Using Standard Effort (12,400 ft-lbf/ft3).
2. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m).
3. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods (Shallow Depth).
1.03 DEFINITIONS
A. Excavation: Consists of satisfactory loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction, or as required for the pond liners at the Recovery Ponds, and such other purposes as are indicated on the Drawings.
B. In-place density of compacted backfill and pond liner: Density determined in accordance with ASTM D698, ASTM D1557, or with ASTM D6938.
C. Maximum Density: Is density obtained in laboratory when tested in accordance with ASTM D698.
1.04 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.
B. Product data: Submit material source, gradation, and testing data for materials, including imported and on-site materials.
C. Excavation plan: Submit proposed excavation plan.
D. Testing lab: Submit Contractor's proposed testing laboratory capabilities and equipment.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (BidSetFinal) E. Test reports:
1. Submit certified test reports of tests specified to be performed by Contractor.
2. Test reports shall be signed and sealed by a registered geotechnical engineer in the state of California.
1.05 QUALITY ASSURANCE
A. Initial compaction demonstration:
1. Adequacy of compaction equipment and procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 100 cubic yards of pond work.
b. 50 cubic yards of roadway base material.
2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.
3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."
1.06 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements as provided in this Section for excavation and uses of excavated material.
B. If necessary, stockpile excavated material in order to use it in specified locations.
C. Excavation and filling: Perform excavation and filling, during construction, in manner and sequence that provides drainage at all times.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:
1. Where mud or other soft or unstable material is encountered, remove such material and refill space with select material or gravel which can be compacted with no perceptible movement under roller.
2. No extra compensation will be made for hauling of excavated or fill materials nor for water required to compact fills.
3. Pond and roadway fills:
a. Unless otherwise specified, material shall be as follows:
1) Roadways Associated with Recovery Ponds: Caltrans Standard Specification for Type B flexible base as specified in Section 02050 - Soil and Aggregates for Earthwork and as indicated on the Drawings.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (BidSetFinal) 2) Pond liner:
a) May be acceptable surplus material from excavation for structures or other.
b) Compacted depth of the pond liner shall be minimum of 18 inches.
3) Other fill: Fills other than roadway fill associated with the pond or pond fill shall be as specified in Section 02300 - Earthwork. b. Whatever source is used, provide fill material conforming with specified requirements.
c. Obtain acceptable material from other sources if surplus or borrow materials obtained within Project site do not conform to specified requirements or are not sufficient in quantity for construction of embankments.
4. Compacted fills:
a. Provide specified compaction for backfill, fill, and other earthwork. b. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with requirements specified in this Section concerning initial compaction demonstration, and field quality control testing.
2.02 MATERIALS
A. Water for compacting fills: Use water from source acceptable to Engineer.
B. Fill materials:
1. General:
a. Provide impermeable select material, and native material, where required for fill and backfill.
b. Obtain material for fills from cut sections or from borrow source. c. Provide material having maximum particle size not exceeding 3 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other vegetable matter.
2. Impermeable pond liner:
a. Excavated clay and silty clay materials free of roots, organic matter, trash, debris, rocks larger than 3 inches, or other deleterious materials and having a liquid limit greater than 30 and a plasticity index greater than 15 with more than 40 percent passing a No. 200 sieve.
b. Provide imported material of equivalent quality, if required to accomplish the work.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions:
1. Character and quantity of material:
a. Verify character and quantity of water, and other inorganic or organic materials to be encountered in work to be performed.
b. Determine gradation and shrinkage of excavation and fill material, and suitability of material for use intended in work to be performed.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (BidSetFinal) c. Determine quantity of material, and cost thereof, required for construction of excavations and fills, whether from on-site excavations, borrow areas, or imported materials. Include in cost of work to be performed. d. Include wasting of excess material, if required, in cost of work to be performed.
3.02 PREPARATION
A. Surface preparation:
1. Preparing sloped surfaces for fill or foundations:
a. Foundations for fill having slopes in excess of 1 vertical to 4 horizontal:
1) Bench or terrace to adequately key existing ground and fill built thereon.
b. Slopes of original hillsides and old fills: Bench minimum of 4 feet horizontally as fill is placed.
c. Provision of new benches:
1) Start new bench wherever vertical cut of next lower bench intersects existing ground.
2) Recompact material thus cut out along with new embankment material at no additional cost to the Contract.
B. Dewatering: Dewatering of pond excavation area shall be as specified in Section 02240 - Dewatering.
3.03 APPLICATION
A. General:
1. Dispose of excavated materials which are not required or unsuitable for fill and backfill in disposal sites indicated on the Drawings.
2. Obtain material required for fills in excess of that produced by excavation from borrow areas subject to the fill material requirements specified in this Section.
3. Rocks, broken concrete, or other solid materials larger than 3 inches in greatest dimension shall not be placed in fill areas, but removed from project site at no additional cost to the Contract.
4. Stabilization of subgrade: Provide materials used or perform work to stabilize subgrade so it can withstand loads which may be placed upon it by Contractor's equipment.
B. Excavation:
1. Excavation of lined ponds:
a. Excavated areas shall be firm and unyielding.
b. Excavated areas shall stand or can be made to stand without sloughing.
2. Necessary over-excavation:
a. General:
1) Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in Backfilling of Voids, or as acceptable to Engineer.
2) Perform necessary excavation beyond normal lines as specified above and backfill such voids.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (BidSetFinal) b. Backfilling of voids:
1) Fill voids with suitable material acceptable to Engineer, placed in manner and to same uniform density as surrounding material.
C. Compaction:
1. General:
a. Lines and grades:
1) Construct fills, embankments, and backfills, designated in this Section as fills, at locations and to lines and grades indicated on the Drawings.
2) The clay liner shall extend up the slope to a minimum of the road edge around the pond or the top of the slope, whichever is greater. b. If borrow sources are not available within project (plant) site, Contractor shall provide necessary imported fill material from outside sources. c. Compacted fill shape and sections: Provide completed fill that corresponds to shape indicated on the Drawings or that meets requirements for particular case.
d. Preparation of areas designated to receive fill material: Scarify to minimum depth of 6 inches, unless otherwise indicated on the Drawings, and recompact to density of fill material as specified in following Article. e. Moisture content: Bring each layer to optimum moisture content for maximum density before compaction.
f. Placing compacted fills and pond liner:
1) Placement:
a) Place loose material in successive lifts that do not exceed 8 inches in depth after compaction.
b) Each lift shall be compacted to not less than 95 percent relative compaction based on ASTM D698.
c) Surfaces between lifts shall be lightly scarified to promote bonding.
d) Liner material shall begin on the pond bottom and shall be progressively placed working up the slope and into benched areas.
e) Embankments: Each 8-inch lift shall be keyed into the existing cut slope or previously constructed embankment by excavating shallow benches, full 8-inch lift height, into the existing slope to expose a firm, moist surface for bonding with the new
embankment just prior to placing the next layer of clay liner. f) The compacted pond liner shall be constructed beyond the proposed line and grade a sufficient distance to allow the slope to be trimmed to a compacted surface at the proposed line and grade.
2. Defective compacted fills: Remove and recompact.
3.04 FIELD QUALITY CONTROL
A. Tests:
1. Confirmation tests:
a. Contractor's responsibilities:
1) Accomplish specified compaction for backfill, fill, and other earthwork.
Lined Pond Earthwork
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (BidSetFinal) 2) Control operations by confirmation tests to verify that compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing. 3) Cost of confirmation tests: Paid for by Contractor.
4) Qualifications of Contractor's testing laboratory: Perform confirmation testing by soils testing laboratory acceptable to Engineer. 5) Copies of Confirmation Test Reports: Submit promptly to Engineer. b. Frequency of confirmation testing:
1) Perform testing not less than as follows:
a) 1 in-place soil density test every 10,000 square feet (approx. every 250 cubic yards) of placed material per lift.
b) Minimum of 3 soil density tests per lift.
c) 1 PI test and 1 No. 200 sieve analysis every 20,000 square feet (approx. every 500 cubic yards) of placed material per lift. d) Minimum of 2 PI tests per lift.
2. Compliance tests:
a. Frequency of testing: Periodic compliance tests will be made by Engineer to verify that compaction is meeting requirements previously specified. 1) Coordination with Engineer's testing: Remove overburden above level at which the Engineer wishes to test and backfill and recompact excavation after testing is completed.
2) If compaction fails to meet specified requirements, perform remedial work by one of the following methods:
a) Remove and replace backfill at proper density.
b) Bring density up to specified level by other means acceptable to Engineer.
c) Retesting: Costs of retesting: Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by Contractor.
B. Tolerances:
1. Excavation of ponds:
a. In both cut and fill: Vertical tolerance of none above and 3 inches below specified grade will be allowed on bottom and side slopes.
3.05 ADJUSTING
A. Finish grades of excavations, backfilling and fill:
1. Repair and reestablish grades to required elevations and slopes due to any settlement or washing way that may occur from action of the elements or any other cause prior to final acceptance.
3.06 PROTECTION
A. Finish grades of excavations, backfilling and fill:
1. Protect newly graded areas from action of the elements.
END OF SECTION
Controlled Low Strength Material (CLSM)
02312-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (BidSetFinal) SECTION 02312
CONTROLLED LOW STRENGTH MATERIAL (CLSM)
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Controlled low strength material (CLSM), also known as "flowable fill."
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 229R - Report on Controlled Low-Strength Materials.
2. 301 - Specifications for Structural Concrete.
B. ASTM International (ASTM):
1. C33 - Standard Specification for Concrete Aggregates.
2. C94 - Standard Specification for Ready Mix Concrete.
3. C143 - Standard Test Method for Slump of Hydraulic Cement Concrete.
4. C150 - Standard Specification for Portland Cement.
5. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
6. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.
7. D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3(600 kN-m/m3).
8. D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)).
9. D4832 - Standard Test Method of Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.
10. D5971 - Standard Practice for Sampling Freshly Mixed Controlled Low Strength Material.
11. D6023 - Standard Test Method for Density (Unit Weight), Yield, Cement Content, and Air Content (Gravimetric) of Controlled Low-Strength Material.
1.03 SUBMITTALS
A. Product data: Submit data completely describing materials in the mix and demonstrating compliance with the requirements of this Section:
1. Cement: Mill tests. Indicate alkali content representative of each shipment.
2. Fly ash: Identify source and type of fly ash.
3. Water: Identify source and quality if not from a municipal treatment source.
4. Admixtures: Manufacturer’s product data indicating suitability for use in CLSM mixes and recommended dosage rates.
5. Aggregate:
a. Submit source, type, and sieve analyses. Include testing to demonstrate that materials in accordance with ASTM C33 requirements. b. Resubmit at any time there is a significant change in grading of materials.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (BidSetFinal) B. Mix design:
1. Submit full details, including mix design calculations for mix proposed for use.
2. Trial batch test data:
a. Submit data for each test cylinder.
b. Submit data that identifies mix and slump for each test cylinder.
1.04 DELIVERY, STORAGE AND HANDLING
A. Store or stockpile cement, fly ash, and aggregate in accordance with ACI 301.
B. Store admixtures in accordance with the manufacturer’s recommendations.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Mixture of portland cement, water, pozzolan, fine aggregate and admixtures, proportioned in accordance with the recommendations of ACI 229 to produce a homogeneous mixture that is flowable, that will readily work into corners and angles; that will not segregate in the plastic state; and that is self-compacting at the time of placement without the use of mechanical vibration.
B. Performance requirements:
1. Air content, total calculated in accordance with ASTM D6023: Not less than
8.0 percent, nor greater than 12.0 percent.
2. Compressive strength, measured in accordance with ASTM D4832 at 28 days:
Not less than 50 pounds per square inch, nor greater than 150 pounds per square inch.
3. Wet density: Not greater than 132 pounds per cubic foot.
4. Slump, measured in accordance with ASTM C143 at the point of placement:
Greater than 9 inches and that allows CLSM to flow freely and to be self-compacting during placement.
2.02 MATERIALS
A. Cement:
1. Portland cement in accordance with ASTM C150, Type II.
2. Having total alkali content not more than 0.60 percent.
B. Fly ash: Class C or Class F fly ash in accordance with ASTM C618.
C. Water:
1. Potable water: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.
D. Admixtures: Products of a single manufacturer, specifically manufactured or recommended by that manufacturer for use in CLSM.
1. Air entraining admixture: In accordance with ASTM C260.
Controlled Low Strength Material (CLSM)
02312-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (BidSetFinal) E. Aggregate:
1. Non-expansive, non-reactive, inert natural sand in accordance with ASTM C33 for fine aggregate.
2.03 MIXES
A. See Design and Performance Criteria for performance requirements of the plastic and hardened mix.
2.04 SOURCE QUALITY CONTROL
A. Trial batch:
1. After mix design has been accepted by Engineer, have trial batch of the accepted mix design prepared by testing laboratory acceptable to Engineer.
2. Prepare trial batches using the specific cement, fly ash, admixtures, aggregates, and water proposed for the Work.
3. Prepare trial batch with quantity sufficient to determine slump, workability, and consistency; and to provide test cylinders as indicated in this Section.
B. Trial batch testing:
1. Determine slump in accordance with ASTM C143, with the following modifications:
a. Do not rod the concrete material.
b. Place material in slump cone in one semi-continuous filling operation, slightly overfill, tap lightly, strike off, and then measure and record slump.
2. Prepare and test trial batch specimens in accordance with ASTM D4832, with the following modifications:
a. Provide cylindrical test specimens, each 6-inches in diameter by 12-inch high.
b. Provide a minimum of 8 cylinders for testing of each trial batch. c. Fill the molds to overflowing and tap sides lightly to settle the mix. d. Do not rod the mix for consolidation in the cylinder. e. Strike off the excess material.
3. Place test cylinders in a moist curing room. Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.
4. Do not remove the test cylinder from mold until that cylinder is to be capped and tested.
a. Perform the capping carefully to prevent premature fractures. b. Do not perform initial compression test until the cylinders reach a minimum age of 3 days.
5. Provide compressive strength tests:
a. Test 4 test cylinders at 7 days after casting, and another 4 cylinders at 28 days after casting.
b. The compression strength of the 4 test cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength.
C. If the trial batch tests do not meet the Specifications for strength or density, revise and re-submit the mix design, prepare additional trial batch(es), and complete
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (BidSetFinal) additional trial batch tests. Repeat until an acceptable trial batch is that conforms to the Specifications is produced.
1. All the trial batches and acceptability of materials shall be paid by the Contractor.
2. After acceptance, do not change the mix design without submitting a new mix design, trail batches, and test information.
PART 3 EXECUTION
3.01 PREPARATION
A. Do not place CLSM until preparation and condition of surfaces receiving the fill have been observed and accepted by the Engineer.
B. Remove debris foreign matter, and standing or running water from excavations and areas receiving CLSM before placement.
3.02 INSTALLATION
A. Pipes and trenches:
1. Install cellular concrete as indicated on the Drawings and specified.
2. Where CLSM is placed around and over pipes, secure pipes in place, or place CLSM in lifts to prevent pipe flotation.
3. Where CLSM is placed in long, open trenches, confine material using bulkheads of sandbags, earth dams, or stiffer concrete at open ends of placement.
4. Place CLSM at specified access points in the abandoned in-place pipe.
B. Soil preparation:
1. Prior to placement of CLSM, prepare underlying soils as follows:
a. Scarify surface to a depth of 8 inches.
b. Adjust moisture content to or slightly above the optimum in accordance with ASTM D1557.
c. Re-compact scarified surface to a minimum of 95 percent relative density in accordance with ASTM D1557.
3.03 MEASURING, BATCHING, MIXING AND TRANSPORTING
A. Measure, batch, mix and transport CLSM in accordance with the requirements of ASTM C94 and this Section.
B. Mix until there is uniform distribution of materials.
C. Discharge mixer completely prior to recharging.
D. After trial batch testing and mix acceptance, maintain slump during construction within plus or minus 1 inch of the design slump.
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3.04 PLACING
A. Place controlled low strength material by method that preserves the quality of the material in terms of compressive strength and density.
B. Maintain fluid properties of the mix during placement:
1. At point of placement, provide material that flows easily around, beneath, or through walls, pipes, conduits, or other structures.
2. Do not place CLSM that has partially hardened or that has been contaminated by foreign materials.
3. Handle and place CLSM using methods that minimize segregation of the mix.
4. Deposit mix as near its final position as possible to avoid segregation due to rehandling or flowing.
5. Contain and confine mix while it is fluid. Design containment structures and bracing at walls and forms to withstand lateral pressures of wet mix.
C. Lifts:
1. Limit lift heights of CLSM placed against structures and other facilities that could be damaged due to the pressure from the CLSM, to the lesser of 3 feet or the lift height indicated on the Drawings.
2. Do not place another lift of CLSM until the last lift of CLSM has set and gained sufficient strength to prevent additional lateral load against the forms or structure due to the weight of the next lift of CLSM.
D. Water conditions:
1. Do not place CLSM in standing or flowing water.
2. Do not permit water to flow over the surface of freshly placed or un-hardened CLSM.
3. Do not submerge CLSM in water within 24 hours after placement.
E. Manage CLSM bleed water.
1. Grade top surface of CLSM to drain away from the fill.
2. Provide side containment that permits bleed water to drain to a contained management area away from the fill.
3.05 CURING AND PROTECTION
A. Curing:
1. Prior to and during curing, install barriers to prevent equipment or personnel from falling into or becoming entrapped in CLSM.
B. Protect CLSM from:
1. Damage from the elements.
2. Damage of any nature during surrounding construction operations.
3.06 FIELD QUALITY CONTROL
A. Provide quality control over the Work of this Section as specified in Section 01450 - Quality Control and Section 01460 - Contractor Quality Control Plan and as specified in this Section.
Controlled Low Strength Material (CLSM)
02312-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (BidSetFinal) B. General:
1. Engineer inspection and acceptance required prior to placement.
2. Make provisions for and furnish all material for the test specimens, and provide manual assistance to assist the Engineer in preparing said specimens.
3.07 FIELD QUALITY ASSURANCE
A. Provide quality control over the work of this Section as specified in Section 01450 - Quality Control and Section 01460 - Contractor Quality Control Plan.
B. Field inspections:
1. Engineer shall provide on-site inspection for the Work of this Section.
2. Advise Engineer of readiness to proceed at least 24 hours prior to each placement of CLSM.
3. Required inspections:
a. Engineer will observe the prepared areas. Do not place CLSM until Engineer has observed and accepted preparations.
4. Record of inspections.
C. Field sampling and testing:
1. During construction, Contractor shall provide sampling and testing to determine whether the CLSM, as produced and placed, complies with the requirements specified.
2. Sample CLSM for testing in accordance with ASTM D5971.
3. Required tests:
a. Air content: Prepare sample and test in accordance with ASTM D6023. b. Compressive strength: Prepare and test cylinder specimens in accordance with ASTM D4832.
1) Prepare 6-inch diameter by 12-inch high specimens for testing. a) Provide one set of specimens for each 150 cubic yards of CLSM placed, but not less than 1 set for each half day's placement. b) Prepare and test not less than 3 cylinders for each set. c) Place CLSM in the molds in accordance with ASTM D4832. Do not rod or otherwise consolidate the material in the mold. d) In accordance with ASTM D4832 recommendations for
displacing bleed water at the top of the molds and refilling the molds before covering with a lid. Do not use air-tight lids. 2) Place the cylinders in a safe location away from construction activities.
a) Protect cylinders from bumping and impact.
b) Maintain temperature surrounding cylinders between 60 and 80 degrees Fahrenheit until delivery to the laboratory for testing. c) After the first day, surround molds with a high humidity environment by covering with wet burlap, or equivalent highly absorptive material. Maintain saturation of the cover. Do not sprinkle water directly on the cylinders.
Controlled Low Strength Material (CLSM)
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (BidSetFinal) 3) After 4 days, place the cylinders in a protective container for transport to the laboratory for testing.
a) Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.
b) Transport container may be a box with a Styrofoam or similar lining that will limit jarring and bumping of the cylinders. 4) Upon receipt at the testing laboratory, place test cylinders in a moist curing room until dates for testing.
5) Do not remove test cylinders from molds until the day that cylinders is to be capped and tested.
6) Cap and test for compressive strength in accordance with ASTM D4832.
a) Do not perform initial compression test until the cylinders reach an age of at least 4 days.
b) Test 1 cylinder at 7 days and 2 at 28 days.
7) Compressive strength of the cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength specified.
3.08 NON-CONFORMING WORK
A. When testing or observation indicates CLSM with properties outside the specified and accepted range, Engineer will issue instructions regarding disposition of nonconforming materials.
B. Engineer may:
1. Reject CLSM represented by those test specimens and require its removal and replacement.
2. Require modification of the mix design to provide CLSM with the properties specified.
C. Make such modifications at no additional expense to the Owner and with no adjustment to the schedule.
END OF SECTION
Trenching
02318-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (BidSetFinal) SECTION 02318
TRENCHING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Trench excavation and trench backfill for pipelines, manholes, vaults, and appurtenances.
1.02 REFERENCES
A. ASTM International (ASTM):
1. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
2. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3).
3. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).
1.03 SUBMITTALS
A. As specified in Section 01330 - Submittal Procedures.
B. Product data on soils and aggregates:
1. Material source.
2. Gradation.
3. Test data to demonstrate compliance with requirements as specified in this Section.
C. Samples:
1. Provide 50-pound sample of materials when requested by the Engineer.
D. Confirmation testing:
1. Certification of Contractor's testing laboratory.
2. Record copy report for tests performed by Contractor's testing laboratory.
1.04 DEFINITIONS
A. Backfill: Material placed in trench above the pipe embedment zone.
B. Bedding: Material placed under, around, and over pipes or ducts in trenches.
C. Fine grading: bedding material placed directly below pipes or ducts to provide support at the bottom of the trench and to bring those elements to required grades and elevations.
D. Pipe foundation: Stabilization material placed at the bottom of trench to provide support when the trench bottom is not firm, dry or uniform.
Trenching
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (BidSetFinal) E. Pipe embedment zone: Includes bedding, fine grading, and haunch zone.
F. Haunch zone: Material placed below and beside the pipe up to the pipe springline.
G. Pipe springline: A horizontal reference line located at mid-height, or halfway point, of a circular conduit, pipe, or tunnel. It is the maximum horizontal dimension or diameter of a circular conduit, pipe, or tunnel.
H. Rigid pipe: Includes reinforced non-cylinder concrete, reinforced concrete cylinder, prestressed concrete cylinder, vitrified clay, polymer concrete, cast iron, asbestos cement and cast-in-place pipes.
I. Flexible pipe: Includes steel, ductile iron, thermoplastics such as polyvinyl chloride (PVC) and high-density polyethylene (HDPE), thermosetting plastics such as fiberglass-reinforced polymer (FRP), bar-wrapped concrete cylinder pipe, and corrugated steel pipes.
J. Haunch zone: Material placed below and beside the pipe up to the pipe springline.
K. Lift: A layer of soil or aggregate material, measured before compaction.
L. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557.
M. Maximum density, field compaction: Soil density and water content when tested in accordance with ASTM D1556 and ASTM D6938.
N. Pavement section: Includes pavement plus underlying courses such as base course and subgrade.
O. Pipe embedment zone: Includes bedding, fine grading, and haunch zone.
P. Pipe foundation: Material placed at the bottom of trench to provide support.
PART 2 PRODUCTS
2.01 MATERIALS
A. As specified in Section 02050 - Soils and Aggregates for Earthwork.
B. Class C concrete: As specified in Section 03300 - Cast-in-Place Concrete.
C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Material (CLSM).
Trenching
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (BidSetFinal) PART 3 EXECUTION
3.01 PREPARATION
A. Stabilize excavations as specified in Section 02260 - Excavation Support and Protection.
B. Perform subsurface utility engineering (SUE) for utility locating and verification prior to any excavation work and as specified in Section 02280 - Subsurface Utility Engineering.
3.02 DEWATERING
A. As specified in Section 02240 - Dewatering (Plant) and 02241 - Dewatering (Infrastructure).
3.03 TRENCH EXCAVATION
A. Excavate bottom of trench to depth indicated on the Drawings.
B. Areas of new fill or embankment:
1. Prior to laying pipes or electrical service, place fill and compact as specified to not less than 2 feet above top of pipe, conduit, or duct bank.
2. Excavate through fill for pipe trench.
C. Trench widths as specified in the following table:
Buried Pipe Or Accessory Minimum Trench Width Maximum Trench Width Nominal Pipe Diameter:
4 inch to 24 inch OD + 18 inches OD + 24 inches
Nominal Pipe Diameter:
Greater than 24 inch OD + 24 inches OD + 36 inches
Manholes, vaults, valves, or
other accessories
12 inches between outer surface
and trench side or shoring Not applicable
D. At road crossings or existing driveways:
1. Provide notification, vehicular access, and traffic control as required by permits and special conditions.
2. Provide temporary asphalt or plating for traffic or access at the end of each work day unless approved in writing by Engineer.
3. If unexpected utility conflicts or changed site conditions require trenchless technologies or temporary bridges, immediately notify the Engineer in writing.
Approval is required before proceeding with construction.
4. When trench width at top of pipe is increased beyond width specified in this Section because of soil conditions, safety requirements, or other reasons, Engineer approval for remedy is required without additional cost to Owner. a. Remedy may include upgrade laying conditions or install stronger pipe designed in accordance with Specifications.
Trenching
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3.04 TRENCH BACKFILL - GENERAL
A. Trench area terminology and locations as indicated on the Drawings.
B. Place material, except CLSM and concrete, in maximum 6-inch lifts, measured before compaction.
C. Backfilling of manhole excavation: Conform to backfilling requirements for trenches as specified in this Section.
3.05 PIPE FOUNDATION
A. Provide trench bottom with firm, dry, uniform bearing surface at the grade indicated on the Drawings.
B. Excess excavation below elevation indicated on the Drawings will require installation of pipe foundation material to bring the trench bottom back to the elevation indicated on the Drawings at no additional cost to Owner.
1. Materials and placement:
a. Stabilization material:
1) Wrap stabilization material as specified in Section 02621 - Stabilization Fabric.
C. If bottom of trench excavation consists of soil:
1. Scarify bottom of trench to a depth of 6 inches below the grade indicated on the Drawings.
2. Materials and placement:
a. Recompact scarified material to 95 percent of maximum density.
D. If bottom of trench excavation consists of rock or any material that, by reason of its hardness, cannot be excavated to provide uniform bearing surface:
1. Remove such rock or other material to a depth of not less than 4 inches below pipe embedment zone.
2. Materials:
a. CLSM.
b. Class C concrete.
E. If bottom of trench excavation consists of mud or other soft unstable material:
1. Remove such unacceptable material to a depth of not less than 18 inches below pipe embedment zone.
2. Material and placement:
a. Stabilization material:
1) Wrap stabilization material as specified in Section 02621 - Stabilization Fabric.
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3.06 PIPE EMBEDMENT ZONE
A. Pipe displacement:
1. Take necessary precautions in placement and compaction of bedding material to prevent displacement of piping.
2. In event there is movement or floating of the piping, re-excavate, re-lay, and backfill the pipe.
B. Fine grading:
1. Place 6-inches of approved haunch zone bedding material from the trench bottom to the bottom of the pipe or duct to provide support at the bottom of the trench and to bring those elements to required line and grade.
C. Depressions for joints or couplings:
1. Excavate holes in the fine grading material at the bottom of the trench.
2. Provide holes of sufficient width to provide ample room for grouting, banding, or welding as necessary for making joints and to ensure that pipe rests upon prepared trench bottom and not supported by any portion of the joint.
D. Flexible pipe:
1. Pipe embedment zone:
a. Compacted to a depth above pipe: 12-inch minimum.
b. Materials and placement:
1) Aggregate base course compacted to 95 percent maximum dry density.
2) CLSM. Place gravel bags to support and set pipe to line and grade prior to CLSM placement. Place CLSM in lifts as necessary to prevent floatation.
3.07 BACKFILL
A. Trenches:
1. Materials and placement:
a. Native soil compacted to 95 percent maximum dry density. b. Imported fill compacted to 95 percent maximum dry density. c. Aggregate base course compacted to 95 percent maximum dry density. d. CLSM.
B. Trenches in rock:
1. Backfill to top of rock.
a. Materials and placement:
1) CLSM.
2) Class C concrete.
2. Backfill from top of rock to grade, if applicable:
a. Materials and placement:
1) Aggregate base course compacted to 95 percent of maximum density.
C. Trenches below or within 10 feet of the outside perimeter of structures:
1. Backfill to underside of structural fill below structure, as specified in Section 02300 - Earthwork.
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2. Materials and placement:
a. Aggregate base course compacted to 95 percent of maximum density. b. CLSM.
D. Trenches in roadways and paved areas:
1. Backfill trench to underside of pavement.
2. Materials and placement:
a. Aggregate base course compacted to 95 percent of maximum density. b. CLSM.
E. Trenches in areas outside the improved section of roadways or in open country:
1. Backfill to underside of topsoil layer.
2. Materials and placement:
a. Native soil, native soil - select, imported material, or aggregate base course compacted to 90 percent of maximum density.
F. Trenches under existing intersecting pipes, duct banks, or conduits larger than 3 inches in diameter:
1. Backfill from above top of new pipe embedment zone to springline of intersecting pipe or conduit.
a. Extend backfill at least 2 feet on either side of intersecting pipe or conduit to ensure backfill material remains in place while other backfill is being placed.
b. Materials and placement:
1) CLSM, unless otherwise indicated on the Drawings.
2. Backfill remainder of trench:
a. Materials and placement:
1) CLSM.
2) Class C concrete.
3.08 EXCESS MATERIAL
A. Remove excess excavated material from the Project site as specified in Section 02300 - Earthwork.
3.09 FIELD QUALITY CONTROL
A. Provide field quality control for the Work as specified in Section 01450 - Quality Control.
B. Confirmation tests: As specified in Section 02300 - Earthwork.
1. Minimum frequency of confirmation testing:
a. At each test location include tests for each type or class of backfill from bedding to finished grade.
b. For trenches: At each test location include test for each type or class of backfill from bedding to finished grade.
c. In open fields: 2 locations every 1,000 linear feet or 1 location every 200 cubic yards.
d. Along dirt or gravel road or off traveled right-of-way: 1 location at every 500 linear feet.
Trenching
02318-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (BidSetFinal) e. Crossing paved roads: 2 locations at each crossing.
f. Under pavement cuts or within 2 feet of pavement edges: 1 location every 400 linear feet.
C. Compliance tests:
1. Make periodic compliance tests to verify that compaction is meeting requirements as specified in this Section will be made by the Engineer.
2. Perform remedial work if compaction test fails to meet specified requirements using one of the following methods:
a. Remove and replace backfill at the proper density.
b. Other means acceptable to the Engineer.
3. Retesting:
a. Costs of retesting: Contractor is responsible for the costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements.
b. Contractor's confirmation tests during performance of remedial work:
1) Performance: Perform tests in manner acceptable to the Engineer. 2) Frequency: Double amount specified for initial confirmation tests.
D. Piping system testing:
1. As specified in Section 15956 - Piping Systems Testing (Plant) and 02009 - Piping Systems Testing (Infrastructure).
END OF SECTION
Riprap and Gabions Erosion and Sedimentation Control
02370-1 8660F10 April 2023
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RIPRAP AND GABIONS EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Plain riprap.
1.02 REFERENCES
A. ASTM International (ASTM):
1. A90 - Standard Test Method for Weight Mass of Coating on Iron and Steel Articles with Zinc or Zinc-Alloy Coatings.
2. C150 - Standard Specification for Portland Cement.
1.03 SUBMITTALS
A. Product data.
B. Installation instructions.
PART 2 PRODUCTS
2.01 PLAIN RIPRAP
A. Material: Rock, broken concrete from site preparations, or wasted concrete from project pours.
B. Size and weight: 1/8 cubic to 1 cubic foot and 20 to 150 pounds, except small stones and spalls used to chink interstices shall weigh not less than 10 pounds and at least 50 percent of pieces shall weigh not less than 100 pounds.
C. Material shapes:
1. Capable of forming stable protection structure of required depth.
2. Rounded boulders or cobbles on 2:1 slopes and less.
3. Angular.
4. Flat or needle shapes with thickness more than 1/3 length.
PART 3 EXECUTION
3.01 PREPARATION
A. Shape and trim bed for riprap as required to provide even surface which at no point is higher than design surface.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02370 (BidSetFinal) B. Grade slopes on which sacked concrete riprap or gabions are to be placed to tolerance of 0.00 to minus 0.20 foot.
C. Excavate footing trench along toe and cutoff trench at top of slope, as indicated on the Drawings.
3.02 PLACING PLAIN RIPRAP
A. When required riprap is less than 20 inches in depth, place material by hand.
B. When riprap is 20 inches or more in depth, place material by dumping and spreading in layers by bulldozers or other suitable equipment.
C. Place material to provide minimum of voids.
D. Place larger pieces in toe of trench, foundation course, and on outer surface of riprap.
E. Place pieces with their longitudinal axis normal to face of embankment and so arranged that each piece above the foundation course has minimum 3-point bearing on underlying stones.
1. Bearing on smaller pieces used to fill voids will not be acceptable.
F. Fill interstices between pieces with small pieces and spalls.
3.03 TOLERANCES
A. Finished surfaces of riprap for plain riprap: Within 3 inches per foot of depth.
B. Finished surface of for sacked concrete riprap: Within 3 inches.
C. Finished surfaces of gabions: Within 3 inches.
END OF SECTION
Microtunneling
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) SECTION 02441
MICROTUNNELING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Requirements for trenchless installation of pipe by microtunneling.
B. Measurement and payment:
1. Payment for obstruction removal shafts shall be paid for under the following bid items:
a. Obstruction removal shaft.
b. (Depth up to 25 feet) (Revocable): Per each.
c. Obstruction removal shaft depth adjustment (revocable): Per foot of depth exceeding 25 feet.
2. Obstruction removal shaft:
a. The pay items for obstruction removal shafts shall be applied as in the following example:
1) If an obstruction removal shaft is authorized and the depth is less than or equal to 25 feet, then only the per each payment item for obstruction removal shaft shall apply.
2) No reduction will be made for shafts with depths less than 25 feet.
3. Payment under these bid items shall cover all labor, material, equipment, and incidentals required to construct the obstruction removal shafts, remove the obstruction, provide all information regarding the obstruction to the Engineer, and all other items required by the special provisions and no additional compensation will be allowed therefor.
4. Payment for the 2 access shafts at the endpoints of the tunnel at approximate "S" Line stations A10+60 and A13+00 shall be deemed included in the price paid for the pipeline and no additional compensation will be allowed.
5. Payment for the 2 access shafts at the endpoints of the tunnel at approximate "S" Line stations A32+25 and A34+90 shall be deemed included in the price paid for the pipeline and no additional compensation will be allowed.
1.02 REFERENCES
A. Occupational Safety and Health Administration (OSHA).
B. United States Code of Federal Regulation (CFR):
1. 29 - Labor.
a. 1926 Occupational Safety and Health Administration (OSHA).
C. Geotechnical Reports:
1. As specified in Appendix C to the Specifications:
a. “City of Ukiah Recycled Water Pipeline – Phase 4 Design Project DRAFT Geotechnical Report, Crawford & Associates, Inc., August 2021”
Microtunneling
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1.03 DEFINITIONS
A. Jacking Record: A computer-generated report that contains information on all pertinent microtunneling operations, including rate of advance, slurry flow rates and pressures, jacking forces, face pressure, cutter-head torque, steering corrections, machine inclination, roll, machine position, installed tunnel length, intermediate jacking station pressures, date, time, name of Operator, problems with the tunneling machine, and reasons for delays.
B. Intermediate Jacking Station (IJS): A fabricated steel cylinder fitted with hydraulic jacks that is incorporated into a pipeline between 2 interjack pipe sections. The function of an intermediate jacking station is to distribute the jacking load along the pipe string during pipe installation. The hydraulic jacks are removed at the completion of a drive and the gap between adjacent pipe sections is fully closed by pushing the pipes together with the main shaft jacks.
C. Launch Seal: A mechanical seal usually comprised of a rubber flange attached to a steel housing that is mounted to the wall of the drive shaft. The microtunneling machine distends the flange seal as it passes through, creating a seal to prevent water, slurry, or lubrication inflows into the shaft during tunneling operations.
D. Lubrication Port: A port located in a jacking pipe segment, fitted with a one-way valve, for injection of lubrication material or grout into the annular space between the pipe and the ground.
E. Microtunneling: A remotely controlled, guided, pipe jacking process that provides continuous support to the excavation face. The guidance system usually consists of a laser, mounted in the jacking pit as a reference, with a target mounted inside the microtunneling machine's articulated steering head. The microtunneling process does not require personnel entry into the tunnel. A key element of microtunneling is the ability to control the stability of the face by applying mechanical or fluid pressure to the face to balance the earth and groundwater pressures.
F. Obstruction: Objects or portions of objects located wholly or partially within the cross-sectional area excavated by the microtunneling machine that are larger than 1/3 the outer diameter of the shield or cutter-head, and that prevent the forward motion of the microtunneling machine.
G. Surface Settlement Point: A point with elevation and spatial location established by survey prior to construction. The point is re-surveyed periodically to monitor ground movements. The point may be a nail, pin, or other device that can be readily located and surveyed.
1.04 SUBMITTALS
A. Submit the following as specified in Section 01330 - Submittal Procedures: Provide sufficient detail to allow the Engineer to judge whether or not the proposed equipment, materials, and procedures will meet the Contract requirements.
Microtunneling
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) B. Calculations: Submit all calculations in a legible, comprehensible format:
1. Submit calculations for anticipated jacking forces for each drive. The anticipated jacking forces shall be based on anticipated face pressures and frictional forces along the pipeline.
2. Submit calculations demonstrating that the soils behind the thrust block are capable of sustaining the maximum anticipated forces required to complete the drive or the maximum capacity of the jacking frame, whichever is less, with an appropriate safety factor.
C. Shop drawings/microtunneling-excavation plan:
1. All drawings shall be legible with dimensions accurately shown and clearly marked in English.
2. Drawings transmitted by a facsimile will not be accepted.
3. The Engineer’s review of submitted details and data will be based on consideration of requirements for the completed work, utilities, and the possibility of unnecessary delays in the execution of the work to be constructed under this Contract.
4. Equipment product data and details: Submit the following:
a. Provide manufacturer's literature describing the microtunneling equipment in detail, including detailed description of the microtunneling equipment and procedures to be employed.
b. Describe method and capabilities for providing stabilizing pressure at the tunnel heading.
1) Indicate the range of face pressures anticipated to be required to stabilize the heading and the methods and equipment to be used to monitor and control the face pressure.
2) Indicate the torque required to rotate the cutterhead under no face pressure.
c. Alignment control and steering system:
1) Description of the alignment control and steering system. 2) Confirm that these systems can achieve the required tolerances for pipeline line and grade.
3) Include a description of the equipment and procedure for checking the position of the laser.
4) Provide documentation that the laser has been calibrated for the longest drive length.
d. Provide details for the following:
1) Lubrication injection system used for lubrication of the pipeline during microtunneling operations.
2) Planned lubrication port locations along the pipeline and the injection scheme that will be used.
3) Provide details of the calculated volume of the annular space (the minimum volume that will be continuously pumped throughout installation procedures).
4) Provide a description of the lubrication materials that will be used. e. Details on the muck/slurry handling, transport, recovery, and disposal equipment and procedures:
1) Include details on the slurry separation and recirculation systems.
Details shall be provided on the planned slurry composition and any slurry additives that are planned for use during the microtunneling operations.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) 2) Include diagrams showing the location of all slurry delivery and return pumps.
3) Provide written documentation signed by the site Owner or manager of the disposal site(s) indicating that they will accept the muck or slurry and are in compliance with all applicable local, state, and federal regulations.
4) Provide detailed description of the slurry separation plant, including dimensions, specifications, noise ratings, and sound proofing. f. Provide details on the jacking frame, including a diagram of the main jacks, thrust ring, jacking controls, and pressure gauges:
1) Provide details on the maximum jacking capacity of the jacking frame and the hydraulic pressure required to develop the maximum pressure.
2) Provide the conversion factor from gauge pressure for the hydraulic jacks to thrust, in tons.
g. Provide details on the entry and exit shaft seals and the mounting procedures.
h. Provide details on the intermediate jacking stations, including detailed drawings of the alignment of the jacks, the capacity of each hydraulic jack, and the instrumentation for recording jacking pressures at the IJS location.
i. Provide details on the generator, including dimensions, noise ratings at 100 feet, and soundproofing.
D. Quality assurance submittals:
1. Qualifications. Submit written documentation, including Owner's representatives' names, addresses, and telephone numbers, summarizing the experience of the microtunneling project superintendent, the microtunneling operator(s), and the site safety representative.
a. The superintendent and operator(s) must be as listed in the prequalification document.
b. The site personnel shall meet or exceed the minimum qualifications of the personnel submitted in the Contractor's prequalification. c. Submit evidence of Cal/OSHA certification for the site safety representative and personnel responsible for gas testing.
E. Schedule:
1. Provide a schedule for all microtunneling work, identifying all major construction activities as independent items.
2. The Schedule shall include, as a minimum, the following activities:
a. Mobilization.
b. Groundwater control at jacking and receiving shafts. c. Shaft excavation and support.
d. Thrust wall construction.
e. Jacking equipment set-up.
f. Ground stabilization for launch of machine.
g. Microtunneling for each drive.
h. Moving equipment between drives.
i. Shaft abandonment.
j. Site restoration.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) k. Cleanup.
l. Demobilization.
1) The schedule shall also include the working hours for each activity, and a written description of the construction activities. 2) The schedule shall be reviewed by the Engineer and will be updated and resubmitted by the Contractor every 2 weeks or more frequently if requested by the Engineer.
3. Ground stabilization during launch: Submit details on the method of controlling groundwater inflows and loss of ground into the shafts at all times, including the periods during launch and retrieval of the microtunneling machine, i.e., when exiting the launch shaft and entering the reception shaft.
F. Daily records: The following daily records shall be submitted to the Engineer for review:
1. Jacking records: These records shall include, at a minimum, the following information:
a. The name of the operator.
b. Tunnel drive identification.
c. The date.
d. The installed length of tunnel.
e. Thrust force.
f. Slurry flow rates.
g. Face pressure.
h. Cutter head torque.
i. Progression rate.
j. Roll.
k. Inclination.
l. Steering adjustments.
m. Laser position.
n. Line and grade deviations.
o. Any movement of the laser.
p. Use of intermediate jacking stations.
q. Jacking force at the intermediate jacking stations.
r. Problems.
s. Reason for stopping operations.
t. And duration of any stops.
2. The operating system shall continuously provide performance data to the operator.
a. Recorded data shall be referenced to the length of installed tunnel and shall be recorded at length intervals of 1 foot or less. b. Manually recorded observations shall be made at intervals of not less than once per shift, as conditions change, or as directed by the Engineer.
3. Lubrication records:
a. These records will include the amount of lubrication pumped throughout a drive, reported as pumped volume per pipe, and total for each shift.
4. Slurry additives:
a. These records will include all slurry additives, including any bentonite and polymers and will be submitted with the daily jacking record.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) b. The time and volume of the addition to the slurry shall be noted. c. Measurements of specific gravity and viscosity will be made at the beginning, middle, and end of each shift, and submitted with the daily logs.
5. Survey measurements:
a. Survey measurements of settlement points will be submitted to the Engineer by the end of the day after the measurements were taken. b. Measurements will be made at least once per 100 feet of tunneling, or as directed by the Engineer.
G. Safety plan:
1. Protection of adjacent structures: Provide details on measures to be taken to monitor and protect adjacent utilities, structures, roadways, and provide details on monitoring equipment and provisions, including the layout of all surface settlement points and other monitoring points.
2. Safety plan: Submit a safety plan for personnel conducting the pipe jacking operations, including provisions for lighting, ventilation, and electrical system safeguards. Include in the safety plan a code of safe practices and an emergency plan in accordance with Cal/OSHA requirements.
H. Contingency plans: The following list includes problem scenarios that may be encountered during the microtunneling operations. The Contractor shall submit contingency plans for dealing with each problem scenario while satisfying the specifications. These plans shall include the observations and measurements required to clearly identify the cause of the problems:
1. Machine unable to advance, must be retrieved:
a. Possible obstructions (including boulders, construction debris, or wood). b. Insufficient jacking capacity.
c. Machine malfunction.
2. Slurry separation problems:
a. Cuttings do not settle out using the Contractor's onsite slurry separation plant.
b. Cuttings settle out in the slurry lines before reaching the sedimentation tanks.
3. Strong hydrocarbon smell is detected in the slurry returns or in the shaft.
4. Laser distorted by heat, humidity, or physical disturbance.
5. Jacking forces:
a. Jacking forces increase dramatically or suddenly.
b. Jacking forces reach design capacity of pipe, jacking frame, or thrust wall (treat these scenarios as separate incidents).
6. Settlement:
a. Survey measurements indicate deformations exceed allowable limits. b. Excavated volumes exceed pipe volume installed.
c. Slurry face pressures and/or torque on head decrease suddenly and significantly.
7. Slurry losses from tank or slurry returns to ground surface.
8. Groundwater inflows to shaft transport fines into shaft in measurable quantities.
9. Steering difficulties result in line and grade tolerances being exceeded.
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10. Pipe damaged or found to be out of compliance with specifications:
a. Before installation.
b. During or after installation.
11. Thrust block deforms excessively under jacking loads, or provides insufficient capacity to advance pipe.
12. Severe storms or flooding predicted; shaft flooding possible.
13. Voids are created that may or may not be visible by ground surface settlements.
I. The Contractor shall submit shaft layout drawings detailing locations of all equipment, including crane, slurry separation equipment, jacking frame, pumps, control container, generator, lubrication plant, pipe storage area, sound baffles, and staging area.
1. Shaft layout drawings will be required for each launch shaft location and shall be to scale.
J. Product data.
K. Shop drawings and calculations:
1. Design data.
2. Certificates.
3. Test reports.
4. Manufacturer’s instructions.
5. Manufacturer’s field reports.
L. Closeout submittals.
1.05 QUALITY ASSURANCE
A. Failure to meet the qualification requirements is failure to fulfill the Contract and the Contractor will be required to obtain a subcontractor that meets the qualification requirements.
B. All microtunneling work shall be performed by an experienced Contractor who has at least five (5) years of experience in performing microtunneling work and has completed at least five (5) projects of similar diameter in similar ground conditions.
At least one of the projects shall have an individual drive equal to or greater in length than the longest drive on this project. The Contractor shall submit a description of referenced projects including owner’s name and contact information, project superintendent, and machine operators.
C. The project superintendent shall have at least five (5) years of experience supervising microtunneling construction. The Contractor shall submit a description of referenced projects including owner’s name and contact information, project superintendent, and machine operators.
D. The microtunneling machine operator(s) shall have technical training in the operation of the proposed microtunneling equipment and shall have completed, as a primary operator, at least five (5) similar microtunneling projects involving at least 250 feet of microtunneling on each project. At least one of the projects shall have an individual drive equal to or greater in length than the longest drive on this project.
Microtunneling
02441-8 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) The Contractor shall submit a description of referenced projects including owner’s name and contact information, project superintendent, and machine operators.
E. The site safety representative and personnel responsible for air quality monitoring shall be experienced in tunnel construction and shall have current certification by Cal/OSHA.
F. The surveyor responsible for line-and-grade control shall be a Licensed Surveyor registered in the State of California who has prior experience setting control for pipejacking projects.
G. The Contractor shall provide at least 72 hours advance written notice to Engineer of the planned launch of the MTBM.
H. All work by the Contractor shall be done in the presence of the Engineer unless the Engineer grants prior written approval to perform such work in Engineer’s absence.
I. The Contractor shall immediately notify the Engineer, in writing, when any problems are encountered with equipment or materials, or if the Contractor believes the conditions encountered are materially and significantly different than those represented within the Contract Documents.
J. The Contractor shall allow access to the Engineer and shall furnish necessary assistance and cooperation to aid the Engineer in observations, measurements, data, and sample collection, including, but not limited to the following:
1. The Engineer shall have reasonable access to the operator control container prior to, during, and following all microtunneling operations. This shall include, but not be limited to, providing visual access to real-time operator control screens, gauges, and indicators.
2. The Engineer shall have access to the jacking and reception shafts prior to, during, and following all jacking operations. This shall include, but not be limited to, visual inspection of installed pipes, launch and retrieval seals, and verification of line and grade. The Contractor shall provide safe access in accordance with all safety regulations.
3. The Engineer shall have reasonable access to the slurry separation plant prior to, during, and following all microtunneling operations. This shall include, but not be limited to, access to shaker screens, hydrocyclones, conveyor belts, centrifuge equipment, and slurry and spoil holding tanks. The Engineer shall be allowed to collect soil samples from the shaker screens and/or spoil holding tanks on the slurry separation plant a minimum of once per installed pipe section, or every ten (10) feet, whichever is more often, and at any time when soil conditions change or debris or foreign objects are apparent or suspected.
4. The Engineer shall have reasonable access to the bentonite lubrication plant prior to, during, and following all jacking operations. This shall include, but not be limited to, access to visually inspect storage and mixing tanks, lubricant pressures and pumping rates, and amount and type of lubricants on site.
1.06 PROJECT CONDITIONS
A. Environmental requirements:
1. As Specified in Section 01150 - Mitigation and Monitoring Requirements.
Microtunneling
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Microtunneling shall be used for the installation of 42-inch inner-diameter pipeline for gravity sewer. The location of the pipeline is indicated on the Drawings.
B. General:
1. The work specified in this Section includes the construction of all pipelines using microtunneling methods, as indicated in the Contract Documents.
2. Remote controlled, laser guided, pipe-jacking equipment with a slurry spoil removal system capable of maintaining positive face pressure will be required.
3. Pipe jacking methods, using microtunneling equipment, shall be employed to directly install microtunneling jacking pipe at each of the locations indicated in the Drawings.
C. Design requirements:
1. Equipment: ONLY slurry microtunneling equipment will be used for the pipe installation work described in this Section:
a. Microtunneling equipment:
1) Manufacturers: One of the following or equal:
a) Akkerman.
b) Herrenknecht.
c) Iseki.
d) Soltau.
2. The machine shall be equipped with a computerized data acquisition system for collecting information for the jacking record. An on-site printer and disk drive will also be required for production of the printed daily jacking record and digital files.
3. The machine shall be capable of fully supporting the face during both excavation and shutdown periods and shall have the capability of exerting a controllable, measurable, continuous, stabilizing pressure at the face required to prevent loss of ground and groundwater inflows.
4. The machine shall be capable of controlling the volume of excavated material removed at the tunnel face, independent of machine advance.
5. The machine shall have a slurry chamber capable of being pressurized. A pressure gauge shall be provided to monitor the pressure exerted by the slurry at the heading.
6. The machine shall be remotely operated, laser-guided, and monitored continuously by the operator. A display showing the position of the machine in relation to the design line and grade shall be provided at the operation console to allow the operator and site inspector to monitor the face pressure, torque, roll, inclination, laser position, steering attitude, rate of advance, installed length, and jacking force.
7. The machine shall have an articulated shield that is steerable in both the vertical and horizontal directions to maintain line and grade within the specified tolerances. The cutter head shall have a reversible drive system so that it can rotate in either direction to minimize rotation or roll of the machine during installation.
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8. The machine shall be capable of advancing through the geologic conditions to be encountered at the site, as described in the Geotechnical Report and as determined by the Contractor's own investigation.
9. The machine shall be able to excavate or advance past rocks or other objects with diameters up to 1/3 the outer diameter of the shield and with unconfined compressive strengths as high as 30,000 pounds per square inch.
10. The machine shall be equipped for continuous gas monitoring. a. The Contractor shall have a shutdown plan that includes activation of the slurry by pass in the event that a gassy environment is detected in the heading.
11. A lubrication injection system shall be provided to inject pipe lubricant to decrease required jacking forces. Lubrication materials may include a mixture of bentonite or polymers and water.
12. Radial overcut:
a. The maximum will be 1.0 inch.
b. The minimum will be 0.25 inch.
c. The radial overcut will be determined as the difference between the maximum diameter created by the cutting teeth or overcut band on the machine and the outer diameter of the pipeline, divided by 2.
13. The connection between the tail of the machine and the first pipe section shall be fully gasketed and sealed to prevent material or water from flowing into the machine during tunneling operations.
14. The jacking system, including any intermediate jacking stations, shall be capable of continuously monitoring the jacking pressure, rate of advance, and jacking distance. The jacking system shall develop a uniform distribution of jacking forces on the ends of the pipe.
15. The outer shell or "can" of the intermediate jacking station shall be constructed of stainless steel. The intermediate jacking station shell shall be fully gasketed between the interjack shell and each interjack pipe, with 2 gaskets.
D. Design of the jacking pipe and determination of acceptable pipe fabrication tolerances is the responsibility of the Contractor.
1. Minimum requirements are specified in Section 02620 - Filter Fabric.
2. The pipe shall be designed to withstand all anticipated loads with appropriate safety factors.
E. The thrust block shall be perpendicular to the proposed pipe alignment and shall be designed to withstand the maximum jacking force provided by the jacking frame with an appropriate safety factor. The thrust block shall be designed to transmit the applied jacking forces to the earth behind the shaft wall and to minimize deflection and displacement.
F. Ground surface settlement or heave across California Highway 101 above the tunnel centerline shall be limited to 1/4 inch or less.
G. Ground surface settlement or heave across Brush Street above the tunnel centerline shall be limited to 1 inch or less.
Microtunneling
02441-11 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) H. Tolerances. The following tolerances apply to the pipelines installed by microtunneling:
1. Line tolerance: 2 inches.
2. Grade tolerance: 2 inches.
I. Water shall be free draining between any 2 points at the pipe invert.
1. No reverse grades will be allowed.
J. Safety:
1. All work must be performed in accordance with the current applicable regulations of federal, state, and local agencies.
2. All applicable provisions of the Tunnel Safety Orders of the State of California and 29 CFR 1926, Subpart S, Underground Construction by OSHA must be met. In the event of conflict, the more restrictive applicable requirements must be met.
3. No gasoline-powered equipment shall be permitted in jacking and receiving shafts.
2.02 MATERIALS AND EQUIPMENT
A. As specified in Section 02620 - Filter Fabric.
B. As specified in Section 02448 - Jacking Steel Pipe Casing.
PART 3 EXECUTION
3.01 EXAMINATION
A. Site verification of conditions: The Contractor shall not begin microtunneling until the following conditions have been met:
1. All required submittals have been made and the Engineer has reviewed and accepted all submittals.
2. Required pre-construction surveys have been completed.
3. Shaft excavation and support has been completed as specified in Section 02260 - Excavation Support and Protection.
4. Groundwater control and soil stabilization has been established for launch.
5. A pre-construction safety conference has been conducted in accordance with Cal/OSHA requirements. This conference must be arranged and the Engineer notified of the date at least 7 days in advance of the conference.
3.02 PREPARATION
A. Protection:
1. As Specified in Section 01140 - Work Restrictions.
2. As Specified in Section 01500 - Temporary Facilities and Control.
3. As Specified in Section 01550 - Traffic Control.
4. As Specified in Section 01734 - Work Within Public Right-of-Way.
5. Work space needs to be secured from public access outside working hours.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) B. Surface preparation:
1. As Specified in Section 02200 - Site Clearing.
3.03 INSTALLATION
A. Equipment: The Contractor shall furnish all necessary equipment, power, water, and utilities for microtunneling, shoring and shafts, excavation, bentonite mixing and pumping, removal and disposal of spoils, and other associated work consistent with the Contractor's methods of construction.
B. Preparation:
1. The Contractor shall survey the location and orientation of the pipe guide rails prior to starting jacking operations to ensure they are on the proper line and grade.
C. Tunnel excavation shall be between the limits indicated on the Contract Drawings to the specified line and grade and shall be accomplished using methods which include due regard for safety of workers, adjacent structures and improvements, utilities, and the public. Jacking and receiving pits shall be located as identified on the Contract Drawings, unless otherwise approved in writing by the Engineer.
D. The Contractor shall ensure that the axial forces from the main jacks shall be distributed to the pipe uniformly through cushion materials to prevent damage to the ends of the pipe.
E. The Contractor shall ensure that each pipe section shall be jacked as the excavation progresses in such a way that no length of tunnel is left exposed at any time.
F. The Contractor will ensure that steering corrections are gradual, with corrections made at a rate of no more than 1 inch over 25 feet of drive length.
G. The Contractor shall jack the pipes into place without damaging the pipe. In the event a section of pipe is damaged during the jacking operation, the pipe shall be jacked through to the next shaft and removed.
H. The Contractor shall control the advance rate of the machine and shall balance the rate of removal of excavated material with the rate of excavation and pipe installation to avoid over excavation that can lead to subsidence and under excavation that can lead to heave.
I. The Contractor shall mount the laser independently from the thrust block and jacking frame to maintain the alignment of the laser.
1. The Contractor will stop tunneling operations and reset the laser if the laser alignment shifts or is moved off design alignment and grade for any reason.
2. The Contractor shall immediately notify the Engineer if the laser has been disturbed and must be reset.
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) J. If the pipe installation does not meet the specified tolerance, the Contractor will correct the installation including, if necessary, redesign of the pipeline or structures and acquisition of necessary easements.
1. All corrective work shall be performed by the Contractor at no additional cost to the City and is subject to the approval of the Engineer.
K. The Contractor will maintain and control face pressure exerted at the heading of the tunneling machine to balance soil and groundwater pressures and prevent loss of ground, groundwater inflows, and settlement or heave of the ground surface. Face pressures shall be measured at the face of the machine and slurry flow rates shall be measured at the shaft.
L. The Contractor's operations shall prevent excessive settlement or heave of the ground.
1. The Contractor shall repair any damage resulting from surface settlement or heave caused by shaft excavation, shaft dewatering, or tunneling at no additional cost to the City, and will modify any practices that caused or contributed to the ground disturbance to avoid continued or recurring problems.
M. The Contractor shall take active measures to prevent loss of ground during launch and retrieval of the machine.
1. Groundwater or slurry inflows into the shaft during launch and retrieval will not be permitted.
2. A launch and retrieval seal will be required for each microtunneling drive.
N. The Contractor shall use an alignment control and steering system capable of maintaining the position of the machine to the specified line and grade. The laser shall be field calibrated to the longest drive length, to ensure that the position of the laser on the target can be distinguished and that the signal is sufficiently strong to provide accurate steering data to the operator.
O. The Contractor shall use a lubrication/bentonite injection system to provide continuous lubrication of the pipeline. Lubrication material will be pumped in sufficient volume to completely fill the annular space of the pipeline, or that area between the outer diameter of the pipe and the overcut diameter.
1. A minimum of 1 bentonite port will be located in each pipe section.
2. The pipes will be inserted into the string with the bentonite ports alternating between 10, 12, and 2 o'clock.
P. Slurry composition:
1. The composition of the slurry will be monitored during the tunneling operations.
2. Specific gravity and viscosity measurements shall be taken at the beginning, middle, and end of each shift and will be included in the daily record.
3. The Contractor shall keep accurate records of all slurry additives, including volumes added to the slurry tanks.
Q. Intermediate jacking stations (IJS):
1. At least 1 fully-assembled intermediate jacking station (IJS) will be required on-site prior to the launch of each drive.
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2. The Contractor will install 1 IJS in each drive, within 150 feet of the tunneling machine.
3. Additional IJS will be inserted into the pipeline when the jacking force, recorded at the main jacks, reaches 80 percent of the jacking capacity of the jacking pipe or main jacking frame, whichever is less.
4. The equipment will be capable of continuously monitoring the jacking forces at the intermediate jacking station.
a. This information will be recorded on the daily logs.
5. Upon completion of the microtunnel drive, the intermediate jacking station hydraulic jacks shall be fully removed and the interjack pipes shall be pushed together without any gaps.
R. The Contractor shall conduct all operations such that trucks and other vehicles do not create a dust or mud nuisance or traffic hazard in the streets and adjacent properties.
1. Any muck spillage or slurry breakthroughs will be promptly cleaned up, removed and properly disposed.
S. The Contractor shall perform all work so as not to disturb roadways, adjacent structures, landscaped areas, or utilities.
1. Any damage shall be immediately repaired by the Contractor to the satisfaction of the City, at no additional cost to the City.
T. If the microtunneling operations shall encounter an obstruction that prevents the forward progress of the machine, the Contractor shall notify the Engineer immediately.
1. The Contractor shall remove, clear, or otherwise make it possible for the microtunneling machine and jacked pipe to advance past any and all objects or obstructions that halt forward progress of the machine.
2. Upon written notification of the Engineer, the Contractor shall immediately proceed with removal of the obstruction by means of an obstruction removal shaft or by other approved means, as submitted by the Contractor in reviewed submittals.
a. An obstruction removal shaft shall consist of a small excavation for the purpose of removing the obstruction.
b. Obstruction removal shafts shall be built as specified in Section 02260 - Excavation Support and Protection.
3. The Contractor will receive compensation for removal of obstructions, as defined as objects larger than 1/3 the outer diameter of the shield or cutting head, whichever is larger.
a. Payment will be made in accordance with the provisions of this Section. b. However, any removal process that does not allow direct inspection of the nature and position of the obstruction will not be considered for payment.
4. The Contractor will receive no additional compensation for removing, clearing, or otherwise making it possible for the microtunneling machine to advance past objects consisting of cobbles, boulders, wood, non-reinforced concrete, and other nonmetallic objects or debris with maximum lateral dimensions less than 1/3 the outer diameter of the shield or cutterhead, whichever is larger.
5. The Contractor shall be aware that most of the pipeline alignment contains substantial rock that cannot be removed with a standard excavator. The cost
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U. Prior to the launch of the machine, the Contractor will conduct a start-up inspection of all mechanical and hydraulic systems associated with the microtunneling operations.
1. The system will be tested on the surface to ensure that the microtunneling machine and supporting equipment is functioning properly.
2. The Engineer will be notified prior to the start-up inspection and a site inspector representing the Owner will be present during the start-up inspection.
3. Key machine performance data will be measured and recorded during this inspection, including cutterhead torque, correct functioning of steering jacks, laser target, and other components.
V. In the event that voids are created or encountered around the pipeline, the Contractor shall grout the voids using materials and procedures that have been submitted in the Contingency Plan and reviewed by the Engineer.
END OF SECTION
Jacking Steel Pipe Casings
02448-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02448 (BidSetFinal) SECTION 02448
JACKING STEEL PIPE CASINGS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Steel Casing Pipe.
1.02 REFERENCES
A. ASTM International (ASTM):
1. A283 - Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates.
1.03 SUBMITTALS
A. Submittals shall be made in accordance with the requirements of these Specifications, and shall provide sufficient detail to allow the Engineer to judge whether the proposed equipment, materials, and procedures will meet the Contract requirements. All drawings shall be legible with dimensions accurately shown and clearly marked in English. Review of submitted details and data will be based on consideration of requirements for the completed work, protection of existing utilities, and the possibility of unnecessary delays in the execution of the work to be constructed under this Contract. Review and acceptance of the Contractor’s Submittals by the Engineer shall not be construed in any way as relieving the Contractor of its responsibilities under this Contract.
B. Shop Drawings: The Contractor shall furnish shop drawings illustrating the details of the casing pipe, lubrication ports, joint details, and miscellaneous items to be furnished and fabricated for the pipe. Total quantity ordered, dimensions, tolerances, wall thickness, properties and strengths, and other pertinent information shall be shown. These items shall be submitted for review by the Engineer prior to fabrication.
C. Calculations: Calculations shall be submitted in a neat, legible format. Basis of calculations shall be consistent with information provided in the Geotechnical Report.
1. Provide calculations confirming that pipe jacking capacity is adequate to resist anticipated jacking loads with a minimum factor of safety of two (2).
2. Submit calculations confirming that pipe capacity is adequate to safely support all other anticipated loads, including earth and groundwater pressures, surcharge loads, and handling loads.
3. Submit calculations confirming that jointing method will support all loading conditions.
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1.04 QUALITY ASSURANCE
A. Installation qualifications: Successfully completed at least 3 projects of similar diameter, length, soil, and installation conditions.
1.05 SEQUENCING AND SCHEDULING
A. Prior to tunneling, submit written request and obtain the Engineer's acceptance of tunneling.
PART 2 PRODUCTS
2.01 MATERIALS
A. Casing pipe:
1. Type: Steel in accordance with ASTM A283, Grade C or ASTM A 1097. Shop and field joints shall be butt welded.
a. Press-fit interlocking connection system joints (Permalok or equal) are also acceptable in lieu of field welded butt joints. If used, submit joint details for approval.
2. Internal diameter: As indicated on the Drawings and be within 1-1/2 percent of being true circle.
3. Wall thickness: As indicated on the Drawings.
B. Material for filling of voids between casing and carrier pipe and annular space: As indicated on drawings.
C. Casing Spacers:
1. Band: Minimum 14-gauge steel band:
a. 8-inch minimum width.
2. Finish:
a. Rust inhibiting paint.
b. Fusion Bonded PVC Coating:
1) 10-16 mils.
2) Durometer - shore A2 (10 sec, ASTM D1706-61T): 80.
3. Runners:
a. Painted 2-inch Wide Glass Reinforced Polymer:
3) Tensile Strength (ASTM D638): 17,600 psi minimum.
4) Flexural Strength (ASTM D790): 25,300 psi minimum.
4. Liner: Polyvinyl Chloride:
a. Thickness: 0.09-inch minimum.
b. Hardness Durometer “A”: 85-90.
5. Risers: 10 gauge steel MIG welded to band.
6. Manufacturers: One of the following or approved equal:
a. Pipeline Seal and Insulator, Inc.
b. Advance Products & Systems.
c. Cascade Waterworks Manufacturing Company.
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1. Materials:
a. Seal: 1/8 inch thick synthetic rubber.
b. Bands and Clamps: Stainless steel.
2. Manufacturers: One of the following or approved equal:
a. Pipeline Seal and Insulator, Inc., Model S or C.
b. Advance Products & Systems, Model AC.
c. Maloney Technical Products, MULTIFLEX End Seal
PART 3 EXECUTION
3.01 INSTALLATION
A. Temporary steel casing pipe shall be installed in accordance with Section 02441 - Microtunneling.
END OF SECTION
Pile Load Tests
02460-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (BidSetFinal) SECTION 02460
PILE LOAD TESTS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Pile load tests.
1.02 REFERENCES
A. ASTM International (ASTM):
1. D1143 - Standard Test Methods for Deep Foundations Under Static Axial Compressive Load
2. D8169 - Standard Test Methods for Deep Foundations Under Bi-Directional Static Axial Compression Load.
1.03 SYSTEM DESCRIPTION
A. System Requirements:
1. Pile axial load testing shall consist of one of the following test methods:
a. Static Axial Load Test per ASTM D1143:
1) Conventional load test comprised of a reaction beam with an anchorage system, and a hydraulic jack to apply the load. b. Bi-Directional Axial Load Test per ASTM D8169:
1) Calibrated bi-directional embedded load device capable of applying loads upward and downward when embedded in a deep foundation.
2. Dedicated test piles and reaction piles shall be installed in accordance with the Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piles. The Contractor shall use the same means and methods of construction that will be implemented on all production piles. All methods of pile construction shall be pile tested. Any alternative construction method proposed for production piles shall require additional pile testing as described in this Section.
3. Piles shall maintain a minimum center to center spacing of 3 pile diameters including reaction pile placements.
1.04 SUBMITTALS
A. Statement of Qualifications (SOQ):
1. The Specialty Contractor shall prepare and submit a statement of qualifications to the Engineer for review and acceptance.
2. The SOQ shall include the following:
a. 5 reference projects with the following information for each:
1) Brief project description.
2) Owner's name and current phone number.
3) Load test reports.
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1. The Contractor shall submit a load test plan developed for review and input from the Specialty Contractor and submitted for review and approval by the Engineer prior to test pile construction. The load test plan shall include, as applicable:
a. Description and details on:
1) Loading equipment.
2) Calibration of:
a) Hydraulic Jack and load cell.
b) Bi-directional load cell type embedded jack and load transfer mechanism (bearing plates).
c) Pressure gauges.
d) Instrument to measure loaded pile movement.
e) Other load and measuring equipment.
3) Equipment for measuring load.
4) Equipment for measuring movement of loaded pile.
5) Method to obtain as-drilled dimensions of test shaft using borehole calibers (mechanical or sonic).
6) Other details related to loading and testing.
b. For the Static Axial Load Test include design and calculations performed by a civil or structural engineer licensed in the state of California for:
1) Design of test pile to support test load.
2) Pile test loading frame.
3) Connections between test pile and load frame.
4) Connection between reaction piles and load frame.
5) Load and time increments and decrements.
C. Load Test Report:
1. Analyzing test data as outlined in this Specification.
1.05 QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers.
B. Pile testing observations:
1. The Geotechnical Engineer will be present to provide on-site observation of the pile drilling operation and pile testing. Pile testing shall not be conducted unless the Geotechnical Engineer (or their representative) is present.
1.06 SEQUENCING AND SCHEDULING
A. Equipment Calibration: No more than 1 month before start of pile load tests, have loading and measuring equipment calibrated by an independent testing laboratory.
B. Pile load tests: Perform tests to the satisfaction of the Engineer prior to ordering production piles:
1. Allow 3 weeks for the analysis of the pile load tests by the Engineer, after the pile load tests have been completed.
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Static Axial Load Test Design Requirements:
1. Pile load tests:
a. Design and calculations of pile loading frame, connections between test pile and reaction piles, loading, and unloading shall be performed by an engineer licensed in the state of California.
B. Bi-directional Load Cell Design Requirements:
1. Design and calculations of load cell location, size, and instrumentation shall be performed by an engineer licensed in the state of California.
2.02 BI-DIRECTIONAL LOAD CELL
A. The Contractor shall supply all instrumentation and materials required to install the bi-directional load cell and related components, perform the axial load test and remove the load test instrumentation and apparatus as required:
1. Manufacturer: The following or approved equal:
a. Load test, Gainesville, FL.
B. Assembly and Installation Materials:
1. Steel reinforcing cage or carrying frame used to support and convey bi-directional load cell assembly, instrumentation, and piping to appropriate levels within the test shaft.
2. Two circular steel plates for bi-directional load cell assembly, which shall be 2 inches thick and approximately equivalent diameter as I.D. of steel reinforcing cage used on production shafts of same diameter. The plates are welded to the top and bottom of the bi-directional load cell for use as a mechanism of load transfer.
3. Centralizers shall be provided or means shall be implemented to ensure centralizing of the load test apparatus, instrumentation and reinforcing steel.
4. Steel pipes shall be 1/2-inch diameter used as conduit for telltales from above working level to the top of the bi-directional load cell assembly. Additional set of steel pipes serving dual purpose of venting the bi-directional load cell annulus during the test and as post-test grout placement tube, if production shaft is tested.
5. Materials such as angle or channel steel or rebar needed to protect load bi-directional load cell assembly, hydraulic fittings, and instrumentation during installation and concreting procedures.
6. Materials such as rebar used to construct an apparatus for funneling of the concrete slickline or tremie through the bi-directional load cell assembly for concrete placement.
7. Use clean water from an approved source to mix with water-soluble oil contained within the bi-directional load cell to form the hydraulic fluid used to pressurize the bi-directional load cell.
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2.03 INSTRUMENTATION AND MEASURING MATERIALS
A. Provide the following primary instrumentation packages to monitor movement and strain of the pile as needed to develop load monitoring:
1. Linear Vibrating Wire Displacement Transducers (LVWDTs) having a range of at least 6 inches, with signed certificates of calibration. Transducers shall be capable of reading to within 0.001-inch of displacement.
2. Three dial gages having at least 2 inches of travel, an adequate number of suitable blocks to increase travel to at least an additional 4 inches.
3. Linear Variable Displacement Transducers (LVDTs) having a range of at least 6 inches, with signed certificates of calibration. Transducers shall be capable of reading to within 0.001-inch of displacement.
4. Sister Bar Vibrating Wire Strain Gauges, with signed certificates of calibration.
5. Telltale extensometer assemblies to measure in the pile to determine elastic shortening of the pile. Telltale extensometer assemblies shall have a range of at least 1 inch with signed certificates of calibration. Transducers shall be capable of measuring movement within 0.001-inch. Embedded compression telltale assemblies shall be used when typical surface measuring methods are impractical.
B. Additional equipment as required to operate test and data collection:
1. Air compressor (minimum 185 cfm, 125 psi) with hose and Chicago-type fitting for pump operation during the load test.
2. Air-driven hydraulic pump to be used as bi-directional load cell pressure source and accompanying pressure gage.
3. Tripods, automated survey level and related equipment to measure upward top of shaft displacement.
4. All necessary data acquisition equipment.
5. A portable computer and electronic logging equipment shall be furnished to simultaneously monitor all instrumentation at time intervals required for the load testing.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install dedicated load test piles to verify the design of the pile system and proposed construction methods prior to installing any production piles. Installation shall be performed under the direction and supervision of the Specialty Contractor and the Engineer.
B. Obtain at least 4 concrete cylinders for compressive strength testing for the concrete used in each test pile. At least one cylinder shall be tested prior to the pile load test to establish the minimum concrete strength per Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers. The remaining 2 cylinders shall be tested on the day of the load test.
C. Static Axial Load Test Installation:
1. Loading frame, reaction piles and hydraulic jack, and instrumentation shall be installed in accordance with ASTM D1143.
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2. Place LVDTs at the top of the test pile to measure displacement.
3. The vibrating wire strain gauges shall be placed in pairs on opposite sides of the reinforcing cage at the elevations shown on the test pile schematics in Appendix A. The geotechnical engineer may require modifications to location of the instrumentation after pile drilling if subsurface conditions are different than anticipated from available borings. The intent of the load test internal instrumentation including “sister bar” vibrating wire strain gauges is to measure the test load and its distribution along the shaft and near the tip.
D. Bi-directional Axial Load Test Installation:
1. Bi-directional load cell, hydraulic supply lines and other instruments shall be assembled and prepared for installation in a suitable area adjacent to the test shaft, provided by the Contractor.
2. The intent of the load test internal instrumentation including LVWDTs, and sister bar vibrating wire strain gauges is to measure the test load and its distribution (side friction) along the drilled pile. The bi-directional load cell assembly shall be located as indicated on the test pile schematics in Appendix A. The bi-directional load cell location and test load shall take into account downdrag forces on the pile and the weight of the pile itself. The vibrating wire strain gauges shall be placed in pairs on opposite sides of the reinforcing cage at the elevations shown on the test pile schematics. The geotechnical engineer may require modifications to location of the instrumentation after pile drilling if subsurface conditions are different than anticipated from available borings.
3. Two LVWDTs shall be attached to the top and bottom plates of the bidirectional load cell to monitor the expansion and contraction of the load cell.
In addition, two LVDT gauges shall be mounted on an independent reference beam and set on opposite sides of the top of the test shaft to monitor axial shaft displacement.
4. A pair of sister bars shall be placed at a location below the bi-directional load cell to measure the test load and resistance in the lower portion of the drilled pile.
5. Two telltale rods shall be set on the top of the bi-directional load cell to monitor the displacement of the top of the load cell. The telltale shall consist of a 3/8-inch diameter stainless steel rod, greased for reducing friction and corrosion, and placed inside a constant 3/4-inch diameter pipe. Individual sections of telltales shall be joint coupled flush so that each rod is of uniform diameter throughout its length.
6. Bi-directional load cell assembly shall be welded to the reinforcing steel, with the plane of the bottom plate of the bi-directional load cell set at right angles to the long axis of the reinforcing cage.
7. Once the shaft excavation has been completed, tested, inspected, and accepted by the Engineer, the bi-directional load cell and reinforcing cage shall be lowered into the excavation.
8. The Contractor shall use the utmost care in handling the test assembly so as not to damage the instrumentation during installation. The Contractor shall limit the deflection of the reinforcing cage to 2 feet between pick points while lifting the cage from the horizontal to the vertical position. The maximum spacing between pick points shall be 25 feet. The Contractor shall provide support bracing, strong backs, etc. to maintain the deflection within the specified tolerance. The bi-directional load cell assembly must remain
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3.02 PILE LOAD TEST
A. Requirements of this Section apply to Static Axial Load Test and Bi-directional Axial Load Test.
B. General Requirements:
1. General:
a. At locations selected by Engineer, install and load test piles. b. Load test the following number of piles:
1) 2 piles under axial compression (1 pile on each side of the bridge). 2) 2 additional piles for each unsuccessful test.
c. The pile design loads are as follows:
1) Compression: 100 kilopounds.
d. Pile load test records will be used by Engineer to confirm or modify pile tip elevations or pile lengths as indicated on the Drawings. e. Install piles that will be load tested to a tip elevation of 45 feet below ground.
f. Load test shall not begin until after a minimum of one week after completion of test pile construction and pile concrete attains a minimum compressive strength of not less than 85 percent design mix strength. g. Records: Contractor shall keep records of pile load tests, including as a minimum.
h. Date.
i. Pile identification.
j. Loading, showing amount of each increment and decrement. k. Time of each increment and decrement in loading.
l. Axial movement of test pile and time when measured.
2. Test equipment:
a. Load piles with hydraulic jacks.
b. Measure load with a load cell and verify load cell measurements with pressure gauges measuring hydraulic pressure of jacks.
3. Install load test piles using the equipment and method proposed for the production piles.
4. Axial compression pile load test:
a. Perform test in accordance with ASTM D1143 or D8169, as complemented and modified in this Section:
1) Loading shall be applied in accordance with “Standard Loading Procedure” in ASTM D1143.
b. Prevent lateral movement of top of piles by lateral restraints or other suitable measures.
1) Pile load shall not be eccentric.
c. At the option of Contractor, piles may be loaded from existing grade, before beginning of excavation, or from bottom of completed excavation:
1) Where test piles project above design pile butt cutoff elevation, ensure piles are free to move in axial direction above design pile butt cutoff elevation.
2) Where ground level at time of testing is above design pile butt cutoff elevation, encase such piles above butt cutoff elevation, in manner
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d. Maximum load:
1) Twice design load.
2) Static axial load test frame and jack or bi-directional load cell shall be capable of applying a test load up to 2000 kilopounds.
3) Maintained constant for 1 hour before load is removed:
a) Remove load in decrements not exceeding 20 percent of maximum load.
b) Where axial movement of pile is excessive, maximum applied load shall be removed in several decrements after movement of butt of pile reaches 2 inches.
5. Gamma-gamma logging:
a. Provide access tubes for gamma-gamma logging.
b. After placing the pile concrete and before beginning the gamma-gamma logging of the pile, inspect the access tubes. Each access tube that the test probe cannot pass through shall be replaced, at the Contractor’s expense, with a 2-inch diameter hole cored through the concrete for the entire length of the pile. Unless directed otherwise by the Engineer, the cored holes shall be located approximately 3 inches inside the reinforcement and shall not damage the reinforcement. Descriptions of inclusions and voids in cored holes shall be logged, and a copy of the log shall be submitted to the Engineer. Finding from cored holes shall be preserved, identified as to location, and made available for inspection by the Engineer.
3.03 FIELD QUALITY CONTROL
A. Provide field quality control as specified in Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers.
B. Provided and paid by Contractor:
1. As specified in Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers.
2. Reporting:
a. At each load increment (or decrement), telltale, survey level, LVDT, LVWDT and strain gauge data shall be reported at 1, 2, 4 and 8-minute intervals.
b. Load Test Report: Provide an electronic version to the Engineer for evaluation. An initial data report containing the load-movement curves and data tables shall be provided to the Engineer within 5 working days of the completion of load testing. A final report on the load testing shall be submitted within 10 working days after acceptance of the load test results.
At a minimum, the report shall include:
1) Summary of load test procedures.
2) Tabulated data of all embedded and surface instrument readings. 3) Load vs. displacement plots of test shaft.
4) Equivalent top-loaded load settlement plot, if bi-directional load cell used.
5) Load distribution plot based on strain gauge data.
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7) Creep limit analysis.
8) Caliper tool shaft excavation profiling.
9) Calibration documentation for all instrumentation and bi-directional load cells used during the load test.
10) Boring logs and related site investigation results, if appropriate. 11) Summary of test shaft details and schematic as-built drawing of test shaft indicating locations of bi-directional load cell, instrumentation, and soil stratigraphy.
3.04 AFTER LOAD TEST COMPLETION
A. Leave test piles in the ground and do not use such piles for support of structures:
1. Cut top off 2 foot below bottom of pile cap.
2. Fill void with compacted aggregate base course material.
B. Static Load Test piles:
1. At Contractor's option, reaction piles can be used for support of structures where all reaction piles meet the following conditions, as determined by the Engineer:
a. Their design capacity is equal to or greater than that of the production piles.
b. Their location is as indicated on the Drawings for piles for the structure. c. Their loading during performance of tests has not exceeded their allowable design load.
d. They have not been damaged.
e. Their pile butt axial deflection has not exceeded 0.5 inches.
C. Bi-directional Load Test piles:
1. Flush all hydraulic fluid from the load cells and hydraulic lines, and replace with cement grout.
2. At Contractor’s option, test piles can be used for support of structures where they meet the following conditions, as determined acceptable by the Engineer:
a. Their design capacity is equal to or greater than that of the production piles.
b. Their location is as indicated on the Drawings for piles for the structure. c. Their loading during performance of tests has not exceeded their allowable design load.
d. They have not been damaged.
e. Their pile butt axial deflection has not exceeded 0.5 inches.
D. Gamma-gamma logging: All access tubes and cored holes shall be dewatered and filled with grout after tests are completed. The access tubes and cored holes shall be filled used grout tubes that extend to the bottom of the tube or hole or into the grout already placed.
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GAMMA-GAMMA LOGGING
END OF SECTION
Bored and Augered Piles
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BORED AND AUGERED PILES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Bored/augered piles.
B. Payment procedures:
1. Payment for pile work:
a. Base lump sum bid price for pile work on the number and lengths of piles indicated on the Drawings.
1) This price shall include all costs in connection with the Work, including pile material, installation, reinforcing, concrete, and other related items for a complete installation.
b. In addition, quote a unit price per foot for additional pile length and reduction in pile length for changes in pile length made before the manufacture of production piles:
1) This change in length will be based on the results of Engineer's analysis of the pile tests.
c. Payment will be made only for the length of pile established by the Engineer's analysis of the pile load tests:
1) No payment will be made for any defective pile.
2) Install piles to the elevations and lengths indicated on the Drawings, unless otherwise indicated in writing by the Engineer:
a) No payment will be made for the length of pile greater than the length indicated on the Drawings.
1.02 SUBMITTALS
A. Product data: Description of equipment proposed for installing piles.
B. Shop drawings: Shop drawings of piles proposed for use on the Project showing details of piles, reinforcing, concrete mix design, calculations, and other information required to describe proposed materials and construction methods.
C. Pile location:
1. Piling layout plan: Plan showing location of piles as indicated on the Drawings including:
a. Assigned number for each pile as identification for use in pile installation record.
b. Pile cutoff elevation.
c. Pile tip elevation.
2. Pile location survey.
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1.03 DELIVERY, STORAGE, AND HANDLING
A. Protect piles from damage during transportation, storage, and handling.
1.04 SEQUENCING AND SCHEDULING
A. Fabrication and installation of piles: Do not fabricate or install piles until submittals have been accepted by the Engineer.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 CONSTRUCTION
A. Site tolerances:
1. Pile installation tolerances:
a. Deviation of pile top centers: Do not deviate from locations indicated on the Drawings more than 6 inches in any direction.
b. Elevation of pile tops: Not more than 1 inch higher nor more than 3 inches lower than elevation indicated on the Drawings.
c. Deviation of vertical piles from vertical: Not more than 1/4 inch per foot of length.
d. After installation, a line from center of butt to center of tip shall be wholly within body of pile.
3.02 FIELD QUALITY CONTROL
A. Field measurements:
1. Pile location survey:
a. After piles are installed and prior to placing reinforcing steel, formwork, or concrete for the structure, prepare pile location survey showing coordinates of final location of butt of piles and elevations of butt of piles to accuracy of plus or minus 0.01 feet.
b. Pile location survey shall be performed by Surveyor registered in the state where the Project is located.
c. Provide survey that includes as minimum following information:
1) Location coordinates of:
a) Pile butts as indicated on the Drawings.
b) Pile butts as installed.
c) Calculate distances between location coordinates of pile butts as indicated on the Drawings and actual location coordinates of pile butts as installed.
2) Elevation of pile butts:
a) As indicated on the Drawings.
b) Elevation of pile butts as installed.
c) Calculate difference between elevations of pile butts as indicated on the Drawings and actual elevation of pile butts as installed.
Bored and Augered Piles
02466A-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466A (BidSetFinal) 3) Highlight piles that are not within specified tolerances for location in plan and butt elevation.
4) Provide preceding information in tabular form and keyed to a pile plan by pile number:
a) Provide pile plan that shows each pile for each structure. d. Engineer will utilize pile location survey information to evaluate acceptability of pile locations.
3.03 ADJUSTING
A. Correction of defective pile work:
1. Pile work not in accordance with the requirements indicated on the Drawings and specified in the Specifications is considered defective.
2. Take corrective measures acceptable to the Engineer, if piles are damaged, out of tolerance, mislocated, or otherwise defective:
a. Cost of redesign of foundation elements by the Engineer required by reason of defective pile work shall be bourne by Contractor. b. Allow 15 working days from submittal of pile location survey, for design of corrections for defective pile work.
3. Measures to be used to correct defective pile work will be selected by the Engineer. Corrective measures that may be acceptable to the Engineer include:
a. Installing additional piles at locations selected by the Engineer. b. Pile caps will be redesigned by the Engineer and required details of modifications to pile caps will be given to the Contractor to accommodate piles that were installed out of tolerance.
4. Leave piles which are not accepted in the ground.
a. Cut off such piles at least 1 foot below bottom of pile cap and fill such holes with compacted aggregate base course material:
1) Fill tubes or holes with Class C concrete.
END OF SECTION
Augered Pressure-Grouted Piles
02466B-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) SECTION 02466B
AUGERED PRESSURE-GROUTED PILES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Augered pressure-grouted piles.
2. Test piles per Section 02460 - Pile Load Tests.
3. Dewatering within piles.
4. Furnishing and installing materials, equipment, and measuring devices for testing pile capacity.
5. All other work normally related to the above or specified under this section.
B. Related work:
1. Provide excavation to required depth below pile cut-off elevation and remove drilling spoil as specified in this Section.
1.02 REFERENCES
A. ASTM International (ASTM):
1. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.
2. C33 - Standard Specification for Concrete Aggregates.
3. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-Inch or 50-mm Cube Specimens).
4. C150 - Standard Specification for Portland Cement.
5. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.
1.03 SUBMITTALS
A. Daily reports:
1. Provide a record for each pile driven or drilled and grouted. Provide daily reports which contain as a minimum the following information:
a. Project name.
b. Name of Contractor.
c. Identification mark.
d. Date and time of installation.
e. Pile type and size.
f. Elevation of point.
g. Elevation of butt - before and after cut-off or extension. h. Ground elevation.
i. Horizontal deviation from plan location.
j. Plumbness deviation.
k. Nature and location of obstructions.
Augered Pressure-Grouted Piles
02466B-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) l. Location of dog legs crimping or buckling.
m. Unusual occurrences during drilling, or reinforcing and grout placement. n. Water conditions in pile, if applicable.
B. Pile group layout drawings:
1. Submit plan showing as-built location of each pile group no later than 1 week following the completion of each pile group.
a. Show the design and as-built centroid of the group as well as the deviation of each pile from its design alignment.
C. Gamma-gamma test data analysis and results.
1.04 QUALITY ASSURANCE
A. Engineer:
1. Piling operations will be continuously observed, and installed piles inspected by a qualified Engineer, selected and paid for by the Owner.
B. Testing agency:
1. All mortar testing during pile operations will be done by an approved testing laboratory selected and paid by the Owner.
a. Furnish testing agency access to work, facilities, and incidental labor required for testing and inspection.
C. Contractor qualifications:
1. Regularly engaged in the installation of augered pressure grouted pile foundation systems.
2. Minimum of 10 years previous experience on projects of similar size, complexity, and subsurface conditions.
a. The job supervisor directly responsible for pile installation shall have a minimum of 10 years previous experience on augered pressure-grouted pile installation.
3. The crane operator or "keymen" who give directions to the crane operators shall have at least 2 years of experience.
4. Forward qualifications of crew to the Engineer for review prior to commencement of work.
5. Gamma-gamma logging (or gamma density logging) organization and personnel: The testing organization shall have performed gamma-gamma log tests on a minimum of 3 deep-foundation projects in the last 2 years.
Personnel conducting the tests for the testing organization shall have a minimum of 1 year of experience in gamma-gamma logging and interpretation.
D. Piles:
1. Meet requirements of the building code as specified in Section 01410 - Regulatory Requirements.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Reinforcing steel:
1. Unload and store reinforcing bars in such a manner that they will be kept free of mud. Store on timber skids while awaiting use.
Augered Pressure-Grouted Piles
02466B-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) B. Miscellaneous:
1. Store other materials in a weathertight and dry place until ready to use. a. Store packaged materials in their original unbroken package or container.
C. Equipment:
1. The equipment provided for installation of augered pressure grouted piles, is subject to acceptance by the Engineer.
a. At least 10 working days prior to mobilization, provide the Engineer a complete list and technical description of the equipment.
D. Auger:
1. A full-size continuous-flight, 36-inch diameter (less a maximum wear of 1/2 inch) hollow-shaft to be rotated into the ground to the specified pile depth. a. The injection opening in the auger shaft shall be at the bottom of the auger head and below the cutting teeth.
E. Auger drive:
1. Use auger drive head having a minimum static weight of 4,000 pounds and drive of 150 horsepower.
F. Auger leads:
1. Prevent auger leads from rotating by a suitable stabilizing arm.
G. Crane:
1. Use crane equipped with torque converter drive system to permit a slow, continuous auger lifting (grouting) operation.
H. Pumping and mixing:
1. Use pumping and mixing equipment for preparation and handling of the mortar.
I. Mortar pump:
1. Positive displacement pump capable of developing and maintaining a pressure of 350 pounds per square inch-gauge at the pump discharge. a. The combination of pump, diameter of hose, length of hose, and height of crane shall be such that the grout pressure is at least 100 pounds per square inch-gauge at the tip of the auger.
PART 2 PRODUCTS
2.01 MATERIALS
A. Portland cement: ASTM C150, Type II.
B. Fly ash: ASTM C618, Class F.
C. Sand: ASTM C33 with Fineness Modulus from 1.3 - 3.4.
Augered Pressure-Grouted Piles
02466B-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) D. Fluidifier:
1. Fluidifier shall be a compound which will increase the flowability of the mix and assist in neutralizing the setting shrinkage of the mortar. a. Contractor's choice of fluidifier will be subject to acceptance by the Engineer.
E. Water: Clean and free from matter injurious to the mix.
F. Reinforcing steel: ASTM A615, Grade 60.
G. Mortar:
1. Mixture of portland cement, a mortar fluidifier, sand, and water so proportioned and mixed to provide a mortar capable of maintaining the solids in suspension without appreciable water gain, but which may be pumped without difficulty and will penetrate laterally to fill voids in the soil.
2. Proportion to provide a hardened mortar having an ultimate compressive strength of 5000 pounds per square inch minimum at 28 days as determined by standard 2-inch cubes.
a. Submit proposed mix design to the Engineer for acceptance not less than 6 weeks prior to the time of its first use.
H. Access tubes for gamma-gamma logging:
1. Access tubes for gamma-gamma logging shall be Schedule 40 PVC pipe and at least 2-inch inside diameter.
2. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of probes used for the gamma-gamma log tests. The access tubes shall be watertight, free from corrosion with clean internal and external tubes to ensure good bond between the concrete and the access tubes. The access tubes shall be fitted with watertight threaded PVC caps on the bottom and on the top.
3. Provide a minimum of 2 tubes per pier. Place tubes at uniform spacing not exceeding 2 feet 9 inches measured along a circle passing through the centers of the access tubes:
a. Provide clear spacing to reinforcing in accordance with Caltrans Test 233.
I. Grout: Grout for filling the access tubes at the completion of the gamma-gamma logging shall be neat cement grout with a maximum water/cement ratio of 0.45.
PART 3 EXECUTION
3.01 PREPARATION
A. Layout:
1. Pile locations will be staked out and maintained by a Registered Surveyor retained by the Pile Installer.
a. Cross-stake pile locations so that centerlines are retained after driving.
Augered Pressure-Grouted Piles
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2. Surveyor shall establish and maintain permanent benchmarks as necessary for monitoring of elevations.
a. Reference benchmarks to a common datum and place at locations not subject to disturbance by the pile installation operation and acceptable to the Engineer.
3.02 INSTALLATION
A. Install piles as specified in Section 02466A - Bored and Augered Piles.
B. General:
1. A continuous helical-flight hollow-shaft auger shall be drilled into the ground to the required depth.
a. Inject specified mortar under pressure, through the auger shaft as the auger is being withdrawn, using the earth-filled auger to retain the shape of the hole.
b. Positively rotate the auger as it is being withdrawn.
2. Do not install within 8 hours of the installation of an adjacent pile which is within 4 feet unless accepted in writing by the Engineer.
3. Dip piles down to cut-off elevation while grout is still fluid. If required, place a metal sleeve in the top of each pile to become a permanent part of the pile.
4. Distribute concentrated loads from equipment properly to prevent collapsing of the hole until mortar has set.
5. Should any obstructions (including boulders or timbers) be encountered which prevent a pile from being installed to the desired depth at the design location, stop work on that pile until corrective measure instructions are received from the Engineer.
a. Payment for piles partially completed or abandoned due to such obstructions will be adjusted at agreed Contract unit prices.
6. Install piles to required tip elevation.
C. Mortar:
1. Prepare mortar carefully in the proportions of accepted mix design. a. Inject mortar during withdrawal of auger maintaining minimum head of 15 feet of mortar above the injection tip to ensure lateral penetration and to prevent the hole from collapsing.
b. Do not pump mortar until Soils Engineer has accepted the final tip elevation.
2. Use only approved mixing and pumping equipment.
a. Remove oil or rust inhibitors from mixer parts in contact with mortar prior to use.
b. To produce a homogeneous mortar of the desired consistency, if there is a lapse in the operation of pumping, recirculate mortar through pump, mixer drum or agitator, and pump.
3. Determine the quantity of grout pumped into each pile hole. a. Calibrate the mortar pump by pumping mortar into a 55-gallon drum.
Augered Pressure-Grouted Piles
02466B-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) D. Reinforcing:
1. Install reinforcing, including dowels, as shown on Plans while the grout is in a fluid state.
a. Field bending of dowels is not permitted unless specifically shown.
2. Embed reinforcing to required depth before mortar has hardened. a. Extend tension-reinforcing bars in tension piles to bottom of pile.
E. Damaged or mislocated pile:
1. Use piling procedures to avoid excessive or undue abuse.
2. Repair or replace damaged piles, or piles located outside the required placing tolerances, at the direction of the Engineer.
3. Install additional pile or piles where the pile centerline deviates from the specified tolerances and where a redesign indicates a load in any pile exceeding 110 percent of the design load.
4. Piles rejected after installation may, when acceptable to Engineer be abandoned, cut off, and replaced by additional piles installed at new, designated locations indicated by a redesign accounting for the actual installed pile capacities and locations.
5. All required redesign shall be at the Contractor's expense.
F. Access tubes for gamma-gamma logging:
1. Install access tubes for gamma-gamma logging in pier shafts to permit access for the testing probes. Provide a minimum of 2 tubes per pier. Place tubes at uniform spacing not exceeding 2 foot 9 inches measured along a circle passing through the centers of the access tubes, generally positioned in an equidistant pattern.
2. Location of the access tubes with respect to the outer spiral and vertical reinforcing shall be in accordance with the requirements of CT 233. Securely attach the access tubes to the interior of the reinforcement cage of the pier shaft.
3. The access tubes shall be installed in straight alignment and as near to parallel to the vertical axis of the reinforcement cage as possible. The access tubes shall extend from the bottom of the reinforcement cage to at least 2 feet above the top of the shaft. Splice joints in the access tubes, if required to achieve full length access tubes, shall be watertight. The Contractor shall clear the access tubes of all debris and extraneous materials before installing the access tubes. Care shall be taken to prevent damaging the access tubes during reinforcement cage installation and concrete placement operations in the shaft excavation.
4. The access tubes shall be filled with potable water as soon as possible after concrete placement (but no later than 1 day after concrete placement), and the top watertight threaded PVC caps shall be reinstalled. Remove water in the tubes completely prior to testing.
G. Tolerances:
1. Vertical piles:
a. Plan location: Plus or minus 3 inches from location indicated for piles in a group, or plus or minus 1 inch from location indicated for individual piles, measured at the cut-off elevation.
Augered Pressure-Grouted Piles
02466B-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) b. Plumbness: Deviation from plumb shall not exceed 2 percent of the pile length or one-half the edge-to-edge pile spacing, whichever is less. c. Cut off: Pile shall be cut off level to within plus 0 inch or minus 1 inch of the specified elevation.
3.03 FIELD QUALITY CONTROL
A. Mortar testing:
1. Test mortar in accordance with ASTM C109. Prepare a minimum of 6 cubes per day and test 2 cubes at 3 days, 2 at 7 days, and 2 at 28 days.
END OF SECTION
Drilled Concrete Piers
02467A-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal) SECTION 02467A
DRILLED CONCRETE PIERS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Drilled concrete piers.
B. Payment procedures:
1. Basis of payment:
a. Payment for pier work:
1) Base lump sum bid price for pier work on the number and lengths of piers indicated on the Drawings:
a) This price shall include all costs in connection with the Work, including pier material, installation, reinforcing, concrete, pier cutoff, and other related items for a complete installation. 2) In addition, quote a unit price per foot for additional pier length and reduction in pier length for changes in pier length made before the manufacture of production piers:
a) This change in length will be based on the results of Engineer's analysis of the Pier Load Test Program.
3) Payment will be made only for the length of pier established by the Engineer's analysis of the Pier Load Test Program:
a) No payment will be made for any defective pier.
b) Install piers to the elevations and lengths indicated on the Drawings, unless otherwise indicated in writing by the Engineer:
(1) No payment will be made for the length of pier greater than the length indicated on the Drawings.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.
2. 350 - Code Requirement for Environmental Engineering Concrete Structures and Commentary.
B. ASTM International (ASTM):
1. C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.
2. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
3. C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.
4. C172 - Standard Practice for Sampling Freshly Mixed Concrete.
5. C192 - Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory.
Drilled Concrete Piers
02467A-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal)
1.03 DEFINITIONS
A. Cementitious Materials: Defined as portland cement and pozzolan admixture.
1.04 SUBMITTALS
A. Reinforcing bar placement drawings.
B. Bar lists and bending details.
C. Concrete mix design report as specified in Section 03300 - Cast-in-Place Concrete.
D. Aggregate tests.
E. Trial batch results.
F. Concrete testing requirements as specified in Section 03300 - Cast-in-Place Concrete.
G. A list and description of proposed equipment to be used for the construction of piers such as cranes, drills, cleaning equipment, and tremie concrete pumps.
H. Details of overall construction operation, sequence, and drilling construction methods.
I. Qualifications of crew for review at bid time. Substitution of approved personnel will not be allowed without written authorization by the Owner.
J. Pier location plan and location information:
1. Pier layout plan: Pier plan showing location indicated on the Drawings, including:
a. Assigned number for each pier as identification for use in pier installation record.
b. Pier tip elevation.
K. Pier location survey.
L. Pier Load Test Program and results.
M. Load test system: Submit at least 2 weeks prior to installing the load test system.
N. At least 2 weeks prior to installation of load test piers, submit calibration charts for all the hydraulic jacks to be used in the load test program.
1.05 QUALITY ASSURANCE
A. Contractor qualifications:
1. The Contractor shall be regularly engaged in the installation of drilled piers foundation systems.
2. Have a minimum of 10 years previous experience on projects of similar or larger size, complexity, and subsurface conditions.
Drilled Concrete Piers
02467A-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal)
3. The job supervisor directly responsible for pier installation shall have continuous experience on drilled pier installation throughout the last 10 years.
4. The crane operators or “keymen” who give directions to the crane operators shall have at least 2 years of experience.
5. Gamma-gamma logging (or gamma density logging) organization and personnel: The testing organization shall have performed gamma-gamma log tests on a minimum of 3 deep-foundation projects in the last 2 years.
Personnel conducting the tests for the testing organization shall have a minimum of 1 year of experience in gamma-gamma logging and interpretation.
PART 2 PRODUCTS
2.01 MATERIALS
A. Reinforcing steel: Use reinforcing steel as specified in Section 03200 - Concrete Reinforcing.
B. Tie wire: Use Number 18 double annealed iron wire, tie wire.
C. Concrete:
1. Use concrete materials as specified in Section 03300 - Cast-in-Place Concrete.
2. Use Class P concrete as specified in Section 03300 - Cast-in-Place Concrete.
D. Temporary steel casing: Steel casing for drilled piers shall conform to ASTM A 252, Grade 2. The use of temporary steel casing segments is anticipated on this site.
E. Access tubes for gamma-gamma logging:
1. Access tubes for gamma-gamma logging shall be Schedule 40 PVC pipe and at least 2-inch inside diameter.
2. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of probes used for the gamma-gamma log tests. The access tubes shall be watertight, free from corrosion with clean internal and external tubes to ensure good bond between the concrete and the access tubes. The access tubes shall be fitted with watertight threaded PVC caps on the bottom and on the top.
3. Provide a minimum of 2 tubes per pier. Place tubes at uniform spacing not exceeding 2 feet 9 inches measured along a circle passing through the centers of the access tubes:
a. Provide clear spacing to reinforcing in accordance with Caltrans Test 233.
F. Grout: Grout for filling the access tubes at the completion of the gamma-gamma logging shall be neat cement grout with a maximum water/cement ratio of 0.45.
Drilled Concrete Piers
02467A-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal) PART 3 EXECUTION
3.01 INSTALLATION
A. General:
1. Install piers only in the presence of the Engineer.
2. Piers that fail to meet the requirements of these Specifications for alignment and piers which for other reasons are unacceptable will be rejected.
3. Correct damaged or rejected piers by methods acceptable to the Engineer.
B. Drilling:
1. Drill holes by means of a power driven, rotary bucket, rotary auger type, or core barrel foundation drilling machine designed to excavate a cylindrical shaft:
a. Have sufficient power and cutting capacity to excavate the pier holes to the required depths into the soil or rock at the site.
2. Use drilling method which prevents the shaft sidewalls from caving in or sloughing into the excavated hole, except that dewatering will not be permitted.
3. Proceed with the work in the “wet” if the groundwater level is found above pier tip elevation.
4. Do not drill holes within 4 pier diameters (center-to-center) of a previously drilled hole until after the concrete in the previous hole has set up, but in no case until the concrete has been placed for at least 15 hours.
5. Do not drill holes until the excavation or fill in the area in which the shafts are to be located has been completed to the elevations indicated on the Drawings.
6. Clean out the hole until no more than 1/4 inch of loose or soft material is left in the bottom of the hole.
7. Clean and protect top of holes to prevent soil from falling into hole.
8. Drill piers from the ground surface to tip elevations as indicated on the Drawings.
a. The Engineer will determine the final bottom of hole elevation and will keep a record of each drilled hole during installation.
C. Reinforcing steel:
1. Upon completion of drilling, position the reinforcing steel cage in the pier shaft as indicated on the Drawings and suspend it above the bottom of excavation before any concrete is placed in the shaft.
2. Support the reinforcing steel cage so that it rotates freely just prior to final suspension.
3. If soil caving occurs after reinforcing steel is placed and before placement of concrete, remove the reinforcing steel and ream the hole to permit repositioning of the cage.
4. Support the cage in a manner that will ensure that it remains centered in the pier shaft during placement of concrete.
a. Use plastic roller type centering devices attached to spiral reinforcing bars.
b. The centering devise shall position reinforcing cages in center of hole and provide proper cover for reinforcing bars.