El Vado Dam Seepage Reduction Modifications
Middle Rio Grande Project, New Mexico Upper Colorado Basin
U.S. Department of the Interior SPECIFICATIONS Bureau of Reclamation Technical Service Center Denver, Colorado March 15, 2021
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El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION C - DESCRIPTION / SPECIFICATIONS TABLE OF CONTENTS
DIVISION 01 - GENERAL REQUIREMENTS
01 11 00 Summary of Work 01 14 10 Use of Site 01 14 12 Work Restrictions 01 14 20 Reservoir Operations 01 31 13 Project Coordination 01 31 19 Project Management 01 31 30 Contract Document Management System 01 31 35 Onsite Video System 01 32 10 Construction Program 01 33 00 Submittals 01 35 10 Safety Data Sheets 01 35 20 Safety and Health 01 35 30 Contractor’s Onsite Safety Personnel 01 42 10 Reference Standards 01 46 00 Quality Procedures 01 46 20 Testing Agency Services 01 51 00 Temporary Utilities 01 52 10 Field Office 01 55 00 Vehicular Access and Parking 01 55 20 Traffic Control 01 56 10 Protection of Existing Installations 01 56 15 Protection of Existing Utilities 01 56 20 Existing Fences 01 56 32 Temporary Safety Fence 01 57 20 Environmental Controls 01 57 30 Water Pollution Control 01 57 35 Oil Spill Prevention 01 57 50 Tree and Plant Protection 01 57 90 Preservation of Historical and Archeological Data 01 60 00 Product Requirements 01 71 20 Surveying 01 74 00 Cleaning and Waste Management 01 78 30 Project Record Documents
DIVISION 02 - EXISTING CONDITIONS
02 21 30 Survey Benchmarks 02 83 30 Removal and Disposal of Coatings Containing Regulated Metals
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El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
DIVISION 03 - CONCRETE
03 11 10 Concrete Forming 03 15 12 PVC Waterstops 03 15 14 PVC Retro-Fit Waterstop 03 20 00 Concrete Reinforcing 03 20 30 Post-installed Concrete Anchors 03 30 00 Cast-In-Place Concrete 03 60 10 Backfill Grouting 03 81 10 Concrete Removal 03 81 14 Concrete Repair 03 81 16 Chemical Grout for Void Filling 03 81 17 Chemical Grout for Concrete Crack Repair
DIVISION 05 - METALS
05 50 00 Metal Fabrications
DIVISION 26 - ELECTRICAL
26 05 20 Grounding and Bonding
DIVISION 31 - EARTHWORK
31 02 10 Water for Dust Abatement 31 03 33 Removal of Water from Excavation 31 11 00 Clearing and Grubbing 31 14 10 Stripping 31 23 10 Earthwork 31 23 19 Excavation from Borrow 31 23 39 Disposal of Excavated Materials 31 24 17 Gravel Drain 31 25 10 Erosion Control 31 32 13 Slush Grout 31 32 20 Vibrating Wire Piezometer 31 32 32 Geotextile 31 32 35 Geonet Drain 31 32 36 Geomembrane Composite 31 32 53 Pressure Grouting Foundation 31 35 23 Articulating Concrete Block 31 37 00 Riprap
DIVISION 32 - EXTERIOR IMPROVEMENTS
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El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
32 12 22 Asphalt Concrete Pavement 32 15 10 Gravel Surfacing 32 17 20 Painted Traffic Lines and Markings 32 31 10 Chain Link Fence 32 31 15 Temporary Chain Link Fence
DIVISION 51 - INFORMATION AVAILABLE TO OFFERORS
51 00 00 Information Available to Offerors 51 00 20 Reservoir Water Surface Elevation and River Inflow Data 51 02 83 Analytical Results 51 03 10 2012 Faceplate Thickness Measurements 51 03 20 2014 Faceplate Steel and Bedding Material Investigations 51 03 30 2016 Faceplate Inspection 51 03 40 2018 Face Plate Inspection 51 03 50 2018 Field Trail Welding Method Recommendations Report 51 03 60 2020 Backfill Grout Mix Design 51 03 70 2020 Revoir Water Acceptability Testing 51 03 80 Historic Grouting Records
DIVISION 52 - DRAWINGS
52 00 00 Drawings
DIVISION 53 - GEOLOGIC INVESTIGATIONS AND RECORDS
53 10 00 Geologic Investigations 53 20 00 Records of Geologic and Subsurface Investigations
END OF CONTENTS
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El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
CONTINUATION OF SECTION B – SUPPLIES OR SERVICES AND PRICES
EL VADO DAM
SEEPAGE REDUCTION MODIFICATIONS SAN JUAN-CHAMA PROJECT, NEW MEXICO
B.1 PRICE SCHEDULE
(a) The Government will award Price Schedule A and may award Price Schedules B or C.
(b) The response to this Request for Proposal is subject to the terms and conditions of the contract.
(c) Quantities in the Price Schedule are estimated quantities for comparison of offers only. Except as provided in the contract clause at FAR 52.211-18, Variation in Estimated Quantity, no claim shall be made against the Government for overruns or underruns.
(d) See the contract clause at WBR 1452.232-81, Payment for Mobilization and Preparatory Work, for CLIN 1.
(e) Definitions: (1) CLIN - Contract Line Item Number.
PRICE SCHEDULE A
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price A-1 WBR Mobilization and For the lump sum of $ 1452.232 Preparatory Work -81 A-2 01 31 30 Contract Document For the lump sum of $ Management System A-3 01 31 35 Onsite Video System For the lump sum of
A-4 01 55 20 Traffic Control Program For the lump sum of $
A-5 02 83 30 Coatings Removal 6,500 ft2 $ $
Price Schedule B - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PRICE SCHEDULE A
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price A-6 02 83 30 Coatings Testing 65 EA $ $
A-7 02 83 30 Hazardous Coatings 6,500 lbs $ $ Disposal A-8 03 15 14 Retrofit Waterstop 750 LF $ $
A-9 03 30 00 Concrete for Grout Cap 400 yd3 $ $
A-10 03 30 00 Lean Concrete Backfill 350 yd3 $ $
A-11 03 60 10 Mobilization of Backfill For the lump sum of $ Grout Mixing Equipment
A-12 03 60 10 Phase I Access Port Cutting 17 EA $ $
A-13 03 60 10 Phase I Access Port Cover 17 EA $ $ Plates
A-14 03 60 10 Phase I Backfill Grouting 385 yd3 $ $
A-15 03 60 10 Phase II Backfill Grouting 3,050 yd3 $ $ (Primary Mix)
A-16 03 60 10 Phase II Backfill Grouting 340 yd3 $ $ (Secondary Mix)
A-17 03 81 10 Concrete Saw Cutting 300 LF $ $
A-18 03 81 10 Concrete Removal 45 yd3 $ $
A-19 03 81 14 Concrete Repair 45 yd3 $ $
A-20 03 81 16 Chemical Grout for Void 150 Gals $ $ Filling
A-21 03 81 17 Drilling Holes for Chemical 800 LF $ $ Grout Repair
Price Schedule B - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PRICE SCHEDULE A
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price A-22 03 81 17 Chemical Grout for 150 Gals $ $ Concrete Crack Repair
A-23 05 50 00 Steel Faceplate Repair 145 EA $ $ (< 1/8" crack)
A-24 05 50 00 Steel Faceplate Repair 26 EA $ $ (1/8" < 1/4” crack)
A-25 05 50 00 Steel Faceplate Repair 3 EA $ $ (>1/4" crack)
A-26 05 50 00 Removal of Projection from 100 EA $ $ Existing Steel Faceplate
A-27 05 50 00 Cutting Steel Faceplate 230 LF $ $
A-28 05 50 00 New Mild Steel Faceplate 16,500 lbs $ $ for Repairs
A-29 05 50 00 Expansion Joint Cover 44,000 lbs $ $ Plates
A-30 31 02 10 Water for Dust Abatement 220 MGals $ $
A-31 31 11 00 Clearing and Grubbing 2 Acre $ $
A-32 31 14 10 Stripping 9,200 yd2 $ $
A-33 31 23 10 Common Excavation 3,900 yd3 $ $
A-34 31 23 10 Rock Excavation 9,100 yd3 $ $
A-35 31 23 10 Placing and Compacting 5,600 yd3 $ $ Backfill Material for Permanent Construction (obtained from excavation and locally on abutment)
Price Schedule B - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PRICE SCHEDULE A
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price A-36 31 23 10 Placing and Compacting 3,800 yd3 $ $ Backfill Material for Temporary Construction (obtained locally from abutment)
A-37 31 23 10 Placing and Compacting 980 yd3 $ $ Select Backfill
A-38 31 24 17 Gravel Drain 8 ft3 $ $
A-39 31 32 13 Slush Grout 350 ft3 $ $
A-40 31 32 20 Installation of Instruments 8 EA $ $ and Wiring
A-41 31 32 32 59 oz/yd2 Geotextile 23,900 yd2 $ $
A-42 31 32 32 8 oz/yd2 Geotextile 840 yd2 $ $
A-43 31 32 35 Geonet Drain 840 yd2 $ $
A-44 31 32 36 Geomembrane Composite 175,000 ft2 $ $
A-45 31 32 36 Geomembrane Composite 3,800 ft2 $ $ for Drainage Runout
A-46 31 32 36 Perimeter Seal on Existing 1,000 LF $ $ Concrete
A-47 31 32 36 Watertight Perimeter Seal 450 LF on Steel Faceplate
A-48 31 32 36 Adhesive Top Perimeter 1,170 LF $ $ Seal on Existing Faceplate
A-49 31 32 36 Intermediate Non-watertight 500 LF $ $ Batten Strips on Existing Steel Faceplate
Price Schedule B - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PRICE SCHEDULE A
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price A-50 31 32 36 Intermediate Tensioning 9,000 LF $ $ Profile
A-51 31 32 36 Upper Expansion Joint 46 EA $ $ Crossing Assemblies
A-52 31 32 36 Lower Expansion Joint 17 EA $ $ Crossing Assemblies
A-53 31 32 36 Intermediate Tensioning 13,500 ft2 $ $ Profile Geomembrane Cover Strips
A-54 31 32 36 Geomembrane Drain 8 EA $ $ Assemblies
A-55 31 32 53 Mobilization of Foundation For the lump sum of $ Grout Drilling and Grout Mixing Equipment
A-56 31 32 53 Standpipes 165 EA $ $
A-57 31 32 53 Drill Setups 660 EA $ $
A-58 31 32 53 Grout Hole Drilling 15,000 LF $ $
A-59 31 32 53 Grout Hole Re-drilling 18,000 LF $ $
A-60 31 32 53 Grout Verification Hole 600 LF $ $ Drilling
A-61 31 32 53 Grout Hole Hookups 660 EA $ $
A-62 31 32 53 Foundation Pressure 1,950 HR $ $ Grouting
A-63 31 32 53 Cement 20,200 94 lb $ $ bags
Price Schedule B - 5 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PRICE SCHEDULE A
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price A-64 31 32 53 Superplasticizer 1,900 Gals $ $
A-65 31 32 53 Bentonite 18,900 lbs $ $
A-66 31 32 53 Viscosity Modifier 1,900 lbs $ $
A-67 31 23 53 Minus No. 40 Sieve Silica 50 yd3 $ $ Sand
A-68 31 32 53 Water Tests 800 EA $ $
A-69 31 32 53 Automated Grout Data For the lump sum of $ Collection System
A-70 31 32 53 Backfill Grout Holes 165 EA $ $
A-71 31 35 23 Articulated Concrete Block 6500 ft2 $ $
A-72 31 37 00 Place Riprap 4,600 yd3 $ $
A-73 32 12 22 Existing Asphalt and 1,000 yd3 $ $ Subgrade Removal
A-74 32 12 22 Aggregate Base Course 1,500 Tons $ $
A-75 32 12 22 Asphaltic Concrete 490 Tons $ $ Pavement
A-76 32 15 10 Gravel Surfacing 610 Tons $ $
A-77 32 17 20 Painted Traffic Lines 4,000 LF $ $
A-78 32 17 20 Painted Traffic Markings 20 EA $ $
A-79 32 31 10 Chain Link Fence 280 LF $ $
Price Schedule B - 6 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
TOTAL FOR PRICE SCHEDULE A $______
PRICE SCHEDULE B
CLIN Section Supplies or Services Quantity and Unit Amount Unit Price B-1 31 23 10 Placing and Compacting 7,500 yd3 $ $ Backfill Material for Permanent Construction (obtained from Borrow Area A)
B-2 31 23 10 Placing and Compacting 2,600 yd3 $ $ Backfill Material for Temporary Construction (obtained from Borrow Area A)
TOTAL FOR PRICE SCHEDULE B $______
PRICE SCHEDULE C
CLIN Section Supplies or Services Quantity Unit Amount and Unit Price C-1 31 23 10 Placing and Compacting 7,500 yd3 $ $ Backfill Material for Permanent Construction (obtained from Borrow Area B)
C-2 31 23 10 Placing and Compacting 2,600 yd3 $ $ Backfill Material for Temporary Construction (obtained from Borrow Area B)
Price Schedule B - 7 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
TOTAL FOR PRICE SCHEDULE C $______
TOTAL FOR PRICE SCHEDULES A, B and C $______
END OF PRICE SCHEDULE
Price Schedule B - 8 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 11 00 SUMMARY OF WORK
PART 1 GENERAL
1.01 LOCATION
A. El Vado Dam is located on the Rio Chama, approximately 10 miles southwest of Tierra Amarillo, New Mexico.
1.02 EXISTING CONDITIONS
A. El Vado Dam is characterized as a steel faced, homogeneous rockfill dam. Original construction was completed in 1935 by the Middle Rio Grande Conservancy District.
B. The project was transferred to the Bureau of Reclamation in the early 1950s. 1. Damage to the steel faceplate lining system from differential embankment settlement, stressing from reservoir loading, temperature variations and long-term corrosion that have resulted in sharp increases in seepage. 2. Original construction included a partial concrete cutoff wall and foundation grouting program at the upstream toe to limit foundation seepage. 3. Some of the seepage exiting downstream of the dam is believed to be attributed to leakage through flaws in the concrete cutoff wall and grout curtain.
1.03 PRINCIPAL COMPONENTS OF WORK
A. The planned dam safety modifications generally include installation of a geomembrane lining over the existing steel faceplate to reduce seepage through the embankment and remedial foundation grouting along the upstream toe of the dam on the left abutment to reduce seepage through the foundation. 1. Prior to installing the geomembrane lining, backfill grouting beneath the existing steel faceplate is required
B. A reservoir restriction at El (elevation) 6785 will be established and maintained by Reclamation.
C. Work will initially include an inspection of the existing steel faceplate. 1. Faceplate repairs to cracks/tears, removal of bulges, and covering of indents will be completed. 2. Projections that might damage the geomembrane lining will be removed. 3. Removal of lead-based primer and coatings will be performed where metal work is required.
Summary of Work 01 11 00 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
4. Coatings materials tested and determined to contain hazardous materials will be contained and transported offsite for disposal.
D. The backfill grouting has been divided into two phases, 1. Phase I below El 6790 (below the restricted water level). Grout will be injected behind the steel faceplate with tremie pipes inserted through access ports. 2. Phase II from El 6790 up to EL 6907 (above the restricted water level). Grout will be injected behind the steel faceplate through drilled holes.
E. Geomembrane installation over the steel faceplate will follow the backfill grouting operations. 1. The geomembrane will be installed from El 6788 to 6905. 2. Geomembrane installation will include mechanical attachments affixed to the existing steel faceplate and the existing concrete features to create a watertight seal. 3. Intermediate mechanical connections will be used to secure the geomembrane to the steel faceplate where geometry inflections or undulations in the steel faceplate are present.
F. The lowest portion of the existing steel faceplate will not be covered with geomembrane due to sediment accumulations and mitigating efforts to minimize sediment releases downstream during construction.
G. The remedial foundation grouting program will extend from approximate El 6790 to El 6915 on the left abutment of the dam at the upstream toe.
H. The grout curtain will be about 750 feet long and extend about 150 feet below the existing ground surface. 1. About half of the grout curtain will include two additional grout rows and the remainder will include one additional grout row.
I. An excavation will be made to expose the existing concrete plinth at the upstream toe and to construct a reinforced concrete grout cap. 1. Once complete the excavation will be backfilled to the approximate existing contours and covered with articulated concrete block matts and riprap for erosion protection.
J. A security fence will be installed atop the left abutment.
1.04 SPECIFICATIONS REQUIREMENTS
A. Requirements in Division 1, General Requirements, apply to Divisions 2 through 53.
Summary of Work 01 11 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
B. Imperative statements in these specifications are Contractor requirements, unless otherwise stated.
C. Where specifications are written in streamlined form, words “shall be” are included by inference where a colon (:) is used within sentence or phrase.
1.05 DEFINITIONS
A. When specifications use a word or term defined in Federal Acquisition Regulations (FAR), definition of the word or term shall be in accordance with FAR sections in effect at the time solicitation was issued.
1.06 ACRONYMS
A. The following acronyms apply to specifications Divisions 1 through 53: 1. CO: Contracting Officer. 2. COR: Contracting Officer’s Representative.
PART 2 PRODUCTS
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PART 3 EXECUTION
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END OF SECTION
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SECTION 01 14 10 USE OF SITE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in the prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (USBR) 1. Cleaning Manual-2012 Inspection and Cleaning Manual for Equipment and Vehicles to Prevent the Spread of Invasive Species (Technical memorandum No. 86-68220-07-05) 2012 Edition. Available online at: http://www.usbr.gov/mussels/prevention
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 14 10-1, Land Use and Rehabilitation Plan: 1. For each Contractor use site on Government land. a. Show use location and extent of impact. Uses include but are not limited to the following: 1) Buildings and service areas including offices, shops, warehouses, storage areas, fuel and oil storage areas, and fabrication yards. 2) Parking areas, temporary roads, and haul routes. 3) Utilities including air, power, water lines and compressor station. 4) First-aid and medical facilities. 5) Grout batch plants, transfer tubs, and mixing plants. Show sizes, rated capacities, and general features of grout mixing and batching plant including material holding tanks and power generation equipment. 6) Areas for processing, storing, and disposing of waste materials from construction operations. 7) Temporary fences.
Use of Site 01 14 10 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
b. Describe methods to preserve, protect, and repair, vegetation (such as trees, shrubs, and grass) and other landscape features on or adjacent to jobsite, which are not to be removed and which do not interfere with work required under this contract. 1) Include methods to mark work area limits, protect disturbed areas, and prevent erosion. c. Describe methods to protect, and repair if damaged, existing improvements and utilities at or near jobsite. d. Describe methods for removing temporary structures and facilities, cleanup, and rehabilitating site after completion of construction activities. 2. Submit revised drawings of changes in use of Government land made during design and erection stages or after use of Government land is in operation.
1.04 PROJECT CONDITIONS
A. Designated contractor use and staging areas on Government land shown on the drawings may be used for required construction facilities and work activities.
B. When private land is used for construction facilities, or other construction purposes, make necessary arrangements associated with use of private land.
C. Location, construction, operation, maintenance, and removal of construction facilities on Government land will be subject to approval of the COR.
D. Do not interfere with work of other contractors or the Government in vicinity, or with reservations made by the Government for use of such land. 1. The Government intends to allow Los Alamos County who owns/operates the powerplant at the site access to make modifications or inspections to the intake structure at the upstream toe. 2. It is expected this work will be completed with a barge to boat and divers. The Contractor shall work in cooperation with the COR to facilitate this work.
E. Housing for construction personnel will not be permitted on Government land, except housing for guards or watchmen as may be approved by COR.
PART 2 PRODUCTS
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PART 3 EXECUTION
3.01 CLEANING
A. Construction equipment: 1. Before bringing on site, clean construction equipment to remove dirt, vegetation, and other organic material to prevent introduction of noxious weeds, and invasive plant and animal species. 2. Contractor cleaning procedures shall result in equipment being cleaned as well or better than the procedures described in Cleaning Manual. 3. Construction equipment shall follow procedures described in Cleaning Manual and be approved by COR before allowing equipment onsite.
3.02 RESTORATION
A. Restore Contractor use areas to pre-construction condition or better. 1. Where existing roadways and parking areas exist, and are improved by the Contractor with aggregate surfacing materials, they may be left in place subject to approval of the COR.
B. Access ramps and pads constructed on the abutments using locally borrowed soils shall be graded to the pre-construction contours.
C. Excess imported fill from the approved borrow area shall be spread and blended with the surrounding shoreline terrain with slopes no steeper than 3:1 (horizontal: vertical).
D. Excess materials from the required excavations shall be graded with slopes no steeper than 3:1. Grade the excavation areas to drain.
E. Materials from above the ordinary high-water mark (elevation 6890) shall not be placed below the ordinary high-water mark.
3.03 CONTRACTOR LODGING
A. Camping within the designated contractor use areas shown on the drawings is not allowed.
B. The Contractor may coordinate with the El Vado Reservoir State Park for use of camping sites.
END OF SECTION
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SECTION 01 14 12 WORK RESTRICTIONS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 WORK RESTRICTIONS
A. Dam crest road closures are not allowed from 7:30 a.m. to 9:00 a.m. and after 6:00 p.m. unless otherwise approved by the COR. 1. When 24-hour closures are required, the Contractor shall notify the COR at least 7 days before the closure. 2. 24-hour closures shall not exceed a 72-hour period. 3. The contractor shall obtain approval and necessary permits from the New Mexico Department of Transportation. 4. The contractor shall provide signage on state and county roads indicating the closure schedule, shall be posted in accordance with Section 01 55 20 - Traffic Control.
B. Weight restrictions are imposed on state and county roads. 1. Refer to Section 01 55 00 - Vehicular Access and Parking. 2. Construction traffic shall be limited to the haul route shown on the drawings, unless approved by COR. 3. Traffic allowed on state and county roads shall be limited to the maximum gross weight in accordance with the applicable regulations. 4. No contractor traffic other than passenger vehicles allowed to cross over spillway bridge.
C. The Contractor shall not use the local roads through private residence area shown on the drawings. 1. Barriers and signage shall be installed and posted in accordance with Section 01 55 20, Traffic Control.
D. The Contractor shall not work on Government holidays, unless otherwise approved by CO:
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E. No construction activity will be allowed between the nighttime hours of 7:00 p.m. and 6:00 a.m. unless otherwise approved by the CO. Request for nighttime work shall be made at least 7 days before the work. 1. If nighttime operations are approved by CO, lights shall be oriented away from the local cabins and residences. Noise level limitation see Section 01 57 20 – Environmental Controls.
F. The reservoir will be operated in accordance with Section 01 14 20 – Reservoir Operations.
G. Historical reservoir elevation data is available in Section 51 00 20 – Reservoir Surface Elevation Data.
H. Construction activities below El. 6800 are not allowed from April 1 through May 15 or as approved by the COR.
I. Prior to cutting the 2’ x 2’ access ports through the existing steel faceplate for the Phase I backfill grouting, the access port cover plates shall be fabricated and onsite. 1. Temporarily mount the access port cover plates with hinges as shown on the drawings. a. Keep access port cover plates closed when not in use.
J. Complete steel faceplate repairs and backfill grouting by November 1, 2022.
K. Repair bulged area at the location shown on the drawings prior to backfill grouting at this location.
L. Complete the backfill grouting prior to installing the depression cover plates at the locations shown on the drawings.
M. Backfill grouting lifts shall be completed at least 20 feet above foundation grout holes. See section 03 60 10 – Backfill Grouting.
PART 2 PRODUCTS
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PART 3 EXECUTION
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END OF SECTION
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SECTION 01 14 20 RESERVOIR OPERATIONS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 RESERVOIR OPERATIONS DURING CONSTRUCTION
A. El Vado Dam and El Vado Reservoir are operated by the dam tender at Reclamation’s Chama Field Office, located in Chama, New Mexico.
B. El Vado Reservoir will be operated by Reclamation so that under normal inflow conditions, the reservoir water surface elevation will not be higher than El. 6785 (±1.5 feet) from May 15 to April 1. 1. Changes to the reservoir restriction period may be required dependent on actual snowpack and expected runoff conditions during the construction year(s). 2. This may require the reservoir restriction period to be shortened or lengthened.
C. Reclamation has the right to change the operations of the reservoir during construction for flood management or other conditions necessary to maintain the safety of the dam and downstream residents.
D. Discharges downstream of El Vado Reservoir are regulated by the San-Juan Chama river outlet works. 1. Releases may occur at any time to maintain the reservoir water surface at El. 6785 (±1.5 feet). 2. Reclamation’s dam operator will make regular gate changes to effectively match reservoir inflows to maintain the reservoir restriction. 3. Construction activities may not impact operation of the outlet works.
E. The powerplant outlet works will not be used to maintain the reservoir water surface at El. 6785 (±1.5 feet) unless potential flooding threatens the safety of the dam.
F. El Vado Reservoir will not be lowered below El. 6783.5 to minimize sediment releases.
PART 2 PRODUCTS
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PART 3 EXECUTION
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END OF SECTION
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SECTION 01 31 13 PROJECT COORDINATION
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 OTHER CONTRACTS
A. The Government anticipates other contracts being awarded in the same general site location.
B. The contractor shall coordinate work with the Government, other contractors, and other agencies in the vicinity in accordance with WBR 1452.236-8 Other Contracts.
PART 2 PRODUCTS
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PART 3 EXECUTION
3.01 COORDINATION
A. Cooperate and coordinate use of access routes, water supplies, staging areas; maintaining roads, dust-free operations; complying with environmental requirements; complying with permit requirements and abiding by applicable safety regulations.
B. Conduct, document, and send out minutes for weekly construction coordination meetings to be held with the District. The COR will coordinate with other contractors and agencies to distribute minutes as applicable. 1. Discuss status of work, planned work and necessary coordination, status of submittals, and compliance with quality, safety, environment, and security.
END OF SECTION
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SECTION 01 31 19 PROJECT MANAGEMENT
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work. 2. If Contractor fails to attend a required meeting, an equitable adjustment will be made to the contract price.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RSHS - 2014 Reclamation Safety and Health Standards, including revisions posted at: https://www.usbr.gov/safety/RSHS/rshs.htm l
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals:
B. RSN 01 31 19-1, Pre-Construction Meeting Notification: 1. Provide requested date and time to the COR and indicate who will be attending and affiliations. 2. Provide agenda, schedules, and meeting minutes.
C. RSN 01 31 19-2, Progress Review Meetings Notification: 1. Provide requested date, time and location to the COR and indicate who will be attending and affiliations. 2. Provide agenda, schedules, registries and meeting minutes.
1.04 PROJECT COORDINATION
A. The following meetings are considered significant, but do not relieve the Contractor from the responsibility of attending other meetings required by the specifications. The Preconstruction Conference described in clause at FAR 52.236-26 is a separate meeting requirement from the meetings listed in this section.
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1. Pre-Construction: a. Date: No later than 30 days after Notice to Proceed and prior to performing work on the required RSNs for the equipment. b. Via teleconference. c. Purpose: Review with Government the Contractor’s technical approach to satisfy the project and specification requirements. d. Attendees: Responsible representatives who fully comprehend the specifications with respect to technical requirements, equipment and materials to be furnished, and coordination necessary to complete construction. Representatives shall include: 1) Project manager and project engineer from Contractor. 2) COR, resident engineer, and project engineer. 3) Contractor’s Quality Control Supervisor. 4) Grouting subcontractor representatives shall attend the Pre- Construction meeting. e. Provide meeting agenda and schedules at least 48 hours prior to the start of the meeting. f. Provide following information at meeting: 1) Scope of work. 2) Review reservoir restriction operations and other work restrictions. 3) Proposed project schedule and schedule of technical deliverables (RSNs). 4) Schedule of Progress Review Meetings. Refer to Paragraph 1.04.A.2. Furnish a schedule of design and progress meetings to the COR for approval. g. Provide meeting minutes within 48 hours of meeting. 2. Progress Review Meetings: a. Via teleconference. b. Frequency: No more than 30 days apart. 1) There may be periods of time during the contract that weekly meeting shall be required. c. Meeting length: Not to exceed 2 hours. d. Attendees: Responsible engineering representatives who fully comprehend the specifications with respect to technical requirements, equipment and materials to be furnished, and coordination necessary to complete construction. Representatives shall include:
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1) Project manager and project engineer from Contractor. 2) COR and other technical representatives from Bureau of Reclamation. e. Provide meeting agenda at least 48 hours prior to the start of the meeting. f. Purpose: 1) Review drawings, data, installation instructions, and technical requirements of specifications. Schedule, Progress, and Coordination: a) Review safety, progress made, schedule, project issues, submittals, Request for Information (RFI), and resolution necessary to meet specifications requirements. b) Provide updated project schedule at least 48 hours before start of meeting, to include any updates from sub- contractors/suppliers. Review dates that activities were started and completed, remaining duration, and percent complete. c) Provided updated submittal register at least 48 hours before start of meeting. Review submittals register, submittals currently in review and approval, and meeting submittals due dates or delivery time frames. d) Provide 3-week look-ahead schedule at least 48 hours before start of meeting. e) Review as-built drawings. f) Review open action items of meeting minutes from the previous weekly meeting. g. Provide meeting minutes within 48 hours of meeting.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
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Project Management 01 31 19 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 31 30 CONTRACT DOCUMENT MANAGEMENT SYSTEM
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Contract Document Management System: 1. Payment: Lump-sum price offered in Price Schedule A.
1.02 DEFINITIONS
A. CDMS: Contract Document Management System. 1. Contract Documents include but are not limited to: a. Specifications. b. Contract drawings. c. Submittals. d. RFC: Request for Change (Contractor generated document). e. RFI: Request for Information (Contractor generated document). f. RFP: Request for Proposal (Government generated document). g. CM: Contract modification. h. Value engineering proposals. i. Government inspection reports. j. Contract schedules. k. Meeting agendas and meeting minutes. l. Letters, memos, and other typical contract correspondence. m. REA: Request for Equitable Adjustment (Contractor-generated document). n. RFS: Request for Substitution (Contractor-generated document). o. Approval drawings (Contractor-generated document). p. Final drawings (Contractor-generated document). q. Shop drawings (Contractor-generated document). r. As-built drawings (Contractor-generated document).
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1.03 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RCD 05-01 Information Management, available at https://www.usbr.gov/recman/DandS.html
1.04 SUBMITTALS
A. Submit in accordance with Section 01 33 00 - Submittals.
B. RSN 01 31 30-1, Approval Data: 1. System provider experience, number of systems operating, references. 2. Documentation of system capabilities. 3. Instructions for system use: a. Instructions shall include a manual describing the program use, examples of the specific functions and modules for this project, and user management. b. Instructions shall include stepwise guidance documenting the interface screens and data entry and retrieval procedures. c. Software developer video or training demonstrating and discussing software operations, ease of use, uploads, downloads, report creation, tracking, searching, editing, and security. d. Minimum 2-hour online training provided by a certified software developer representative simultaneously to Contractor and Government staff involved on the project. Contractor to schedule the date and time. e. Program support directly from the developer by email, phone, and website. Submit contact information.
C. RSN 01 31 30-2, Final Data: 1. Three (3) copies of documents uploaded to CDMS throughout Contract. 2. Load documents on to separate DVDs or CDs for each copy.
1.05 QUALIFICATIONS
A. System Provider: At least 5 years successful performance in providing required services.
1.06 CDMS REQUIREMENTS
A. CDMS shall be capable of generating, storing, tracking, categorizing, and managing Contract Documents.
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B. Access: 1. Web-Based: a. Contract Documents are stored and accessed by authorized individuals via an internet site. b. Compatible with web browsers MS Internet Explorer, Apple Safari, Mozilla Firefox, and Google Chrome. 2. Ability to upload Contract Documents and make available for user download in supported file formats, minimum: a. Portable Document Format. b. Microsoft Word. c. Microsoft Excel. d. Microsoft Project. e. Autodesk AutoCAD. 3. Allow Contract Document preparation by the Contractor or by Government. a. Preparing organization will control access of documents. See Document Security and Backup paragraph below. 4. Contractor and Government shall each have a project manager for CDMS. a. Each project manager shall have capabilities to assign users within their organization and to assign user rights which control access to documents based on user class and document type. b. Each organization shall be capable of defining its access hierarchy. c. Inclusion of users will be prerogative of organizational project manager. d. Government shall be able to create and modify project properties (i.e. Contractor, project location, description, bid amount, project directory, and similar). 5. Email notifications shall be automatically sent to selectable users when new documents are submitted and available for viewing, or alerts are generated. Examples: a. Updates to project information (e.g. entry of a new submittal); b. Changes to project information (e.g. approval of a submittal); c. Alerts (e.g. submittal under review for greater than 15 days without action). 6. Ability to link files, examples: a. RFP linked to a CM. b. Submittal linked to a specification section or drawing.
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C. Reports: 1. Generate reports that list and sort documents by status; examples include: a. Submittals that have been approved. b. RFIs under review. 2. Generate alerts when documents requiring action approach or exceed allowable time. 3. Generate customizable summary reports; examples include: a. Submittal turnaround. b. RFI turnaround. 4. Reports shall be printable, exportable as searchable Portable Document Format (PDF) or printer-friendly HTML, and exportable to Excel, XML, or CSV. 5. Ability to link from an item in a report directly to item by clicking on it. a. For example, in a submittal report, clicking on a submittal that is 15 days old takes you directly to information on that submittal. 6. Capable of producing a complete and logically organized set of documents within CDMS in both PDF and XML format.
D. Document Security and Backup: 1. Secure Sockets Layer (SSL) encryption for secured data exchange between browser and server (secure access to documents and information). 2. Allow document access security until authoring party chooses to share it with others. a. Show parties that have access to a document. b. Extent of document sharing shall be determined by authoring party. c. Once documents are shared, track documents so that changes cannot occur without a record of changes. 3. Backup/archiving to File Transfer Protocol (FTP) site of documents to which an organization has access on a regular (minimum monthly) basis. a. Backups shall be in PDF format. 4. Documents shall be downloadable to FTP sites where Government and other organizations can each access their own data confidentially.
E. General Tracking and Control: 1. Documents shall be grouped into categories (Submittals, RFC, RFI, RFP, Daily Inspection Reports, Meeting Minutes). 2. CDMS shall track:
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a. When documents were received or returned, as well as status of documents (e.g., Under Review; or Returned, Approved, or Rejected; and similar). b. Document changes including who entered or changed document and date change was made. c. When a reviewer has opened an item.
F. Submittal Tracking and Control: 1. Create master list of submittals (“Schedule of Submittals”). 2. Supply standard submittal form for entering information. CDMS shall allow customizing of standard submittal form. CDMS shall allow Contractor to enter submittal summary information (required submittal number, title, description, due date, and specification section shall be required fields) and then upload submittal data in electronic format. 3. Track date received, date response due, date returned, and approval status. a. Status designations may be modified to fit Government standard designations A/CA/R/NA/Acc/CAcc/NAcc (Approved/Conditionally Approved, Resubmit/Not Approved, Accepted, Conditionally Accepted, Not Accepted). 4. Supply Submittal Tracking form for Government to enter review comments and action taken. a. CDMS shall allow customizing of submittal tracking form. b. Allow for Government to route submittal to third parties by generating design-review transmittals with each submittal package item, to track status of individual sub-items within submittal package, and to route each sub-item to appropriate reviewers. 5. Ability to generate automatic notification after specified days without response.
G. RFI Tracking and Control: 1. Supply standard RFI form to enter information. 2. Ability to create or attach documents to the RFI form or links to other documents within CDMS. 3. Ability for Government to route RFI to appropriate reviewers and for reviewers to enter comments into standard response form.
H. Inspection Reports Tracking and Control: 1. Ability to attach Government standard inspection and report forms into CDMS and ability to create customizable inspection forms in CDMS. Typical forms: a. Daily Inspection Report (DIR).
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b. Survey requests. c. Plant inspection reports. d. Testing reports. 2. Ability to link or attach photos to forms and link forms to other documents within CDMS.
I. Contract Modifications: 1. Supply standard Contractor proposal form with ability to attach documents and link to other documents within CDMS. 2. Ability to attach documents to these forms and link to other documents within CDMS.
J. Correspondence: 1. Ability to generate letters and memos. a. Ability to attach documents to letters and memos, and to reference other documents within CDMS. b. CDMS shall automatically assign sequential numbers to letters and memos. 2. Ability to generate responses to letters and memos. a. System automatically generates memo suffixes, e.g. first response to Memo 32 shall be 32.1, second response shall be 32.2, and similar. 3. Official correspondence from Government to Contractor shall contain Government’s official letterhead and corresponding logos. 4. Ability to generate meeting agendas and meeting minutes and to attach documents to minutes. CDMS shall automatically assign sequential meeting numbers.
K. Miscellaneous Tracking and Controls. Ability to: 1. Generate reports tracking RFCs, RFIs, RFPs, Submittals, Memos, DIRs, survey requests, plant inspection reports, and testing reports. 2. Filter logs based on criteria: a. Submittals: Specification Section, Days Out, Status (A/CA/R/NA/Acc/CAcc/NAcc). b. RFIs: Days out, Status (Open/Closed), Specification Section/Dwg No., Responsibility/Ball-In-Court. 3. Sort logs based on a criterion, e.g. for Submittal, Specification Section, Days Out, Status, or other criterion determined by the COR. 4. Keyword search of documents in database.
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PART 2 PRODUCTS
2.01 GENERAL
A. CDMS shall be a commercial-off-the-shelf (COTS) product.
PART 3 EXECUTION
3.01 IMPLEMENTATION
A. Serve as the administrator of the CDMS site. Maintain and manage CDMS services directly with the software provider. Data and stored information shall belong to the Contractor, who has sole responsibility for the CDMS solution.
B. Share access to CDMS site and data with the Government for contract purposes as described herein.
C. In accordance with Reclamation Directive and Standard RCD 05-01, information received, created, or compiled by Reclamation officials, employees, contractors, and other staff (employees) is the property of the Federal Government and shall be maintained in accordance with established standards. The CDMS shall not be considered as storage of official records or correspondence.
D. CDMS shall be in place and operating before Contractor transmits Contract Documents to Government, except RSN 01 31 30-1, Approval Data. 1. CDMS operation includes COR, or other authorized Government representative, having program control to assign users and user rights to Government personnel to access appropriate areas of system.
E. Input Schedule of Submittals before making submittals. Include: 1. List of submittals in Section 01 33 00 - Submittals. 2. Scheduled submittal date.
F. Provide a report of submittal status monthly or as requested by COR. Submittal status report shall be in a table format and include: 1. Required Submittal Number (RSN). 2. Section title. 3. Submittal title. 4. Date submitted. 5. Date of response. 6. Approval status (Approved/Conditionally Approved, Resubmit/Not Approved, Accepted, Conditionally Accepted, Not Accepted).
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7. Days in review. 8. Due date.
G. Operate and maintain the CDMS until final project closeout.
END OF SECTION
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SECTION 01 31 35 ONSITE VIDEO SYSTEM
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Onsite Video System: 1. Payment: Lump-sum price offered in Price Schedule A. a. Include installation and maintenance of system.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RCD 05-01 Information Management, available at https://www.usbr.gov/recman/DandS.html
1.03 SUBMITTALS
A. Submit in accordance with Section 01 33 00 - Submittals.
B. RSN 01 31 35-1, Onsite Video System: 1. System provider experience, number of systems operating, references. 2. Documentation of system capabilities. 3. Instructions for system use: a. Instructions shall include a manual and online support describing the program use, examples of the specific functions. b. Instructions shall include stepwise guidance documenting the interface screens and data retrieval procedures. c. Demonstrating and discussing operations, ease of use, uploads, downloads, report creation, tracking, searching, editing. d. Online training representative simultaneously to Contractor and Government staff involved on the project. e. Program support directly from the manufacturer by email, phone, and website. Submit contact information. 4. Installation plan: a. Including: 1) Location.
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2) Coverage of site work. 3) Onsite zoom capabilities. 4) Power supply. 5) Mounting pole, hardware, and details.
1.04 QUALIFICATIONS
A. System Provider: At least 3 years successful performance in providing required services.
1.05 VIDEO SYSTEM DESIGN REQUIREMENTS
A. Camera systems shall provide remote jobsite monitoring, team collaboration, project documentation.
B. Users can remotely view live images and video of construction activities.
C. Photo documentation can be catalogued or shared among team members.
D. Any number of custom time-lapses can be scheduled and viewed anytime.
E. The system shall include 4G LTE cellular service to connect the camera to the internet.
F. The camera shall record 24/7 video on a 7-day loop and allow the Government to view or download segments of this video footage from the web interface.
G. Camera data such as images and time-lapse videos shall be available for download directly within the web interface.
H. Access: 1. Web-Based: a. Live and stored video is accessible by authorized individuals via an internet site. b. Compatible with web browsers MS Internet Explorer, Apple Safari, Mozilla Firefox, and Google Chrome. c. The web interface shall use SSL encryption for data security.
PART 2 PRODUCTS
2.01 GENERAL
A. Camera shall be a commercial-off-the-shelf (COTS) product.
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2.02 PAN TILT AND ZOOM (PTZ) CAMERA
A. PTZ Camera, as manufactured by Truelook, Inc. (Website: www.TrueLook.com) Phone: 833-878-3566; or equal, having the following essential characteristics: 1. A robotic Pan-Tilt-Zoom (PTZ) camera shall allow any number of simultaneous users to remotely aim and zoom the camera. 2. PTZ camera shall capture up to 100 megapixel panoramic images. 3. PTZ camera shall be able to simultaneously time-lapse multiple different areas. 4. PTZ camera shall meet the following specifications: a. User controlled robotic panning (360°) and tilting b. 10x optical zoom c. 1920x1080 pixel HD resolution d. 4.7-47mm focal length e. Horizontal field of view of 61.8° f. Max 20lbs weight g. System dimensions of 14.9 x 11.7 x 13.2” h. Operational conditions shall be -25° to 140°F.
PART 3 EXECUTION
3.01 IMPLEMENTATION
A. Maintain and manage video system and services. Data and stored information shall belong to the Contractor, who has sole responsibility for the system.
B. Locate the camera on either the left or right abutment to provide a full view of the upstream face of El Vado Dam.
C. Share access to system and data with the Government for contract purposes.
D. In accordance with Reclamation Directive and Standard RCD 05-01, information received, created, or compiled by Reclamation officials, employees, contractors, and other staff (employees) is the property of the Federal Government and shall be maintained in accordance with established standards. 1. The system data shall not be considered as storage of official records or correspondence.
E. Video system shall be in place and operating before Contractor onsite construction.
F. Operate and maintain the video system until final project closeout.
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END OF SECTION
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SECTION 01 33 00 SUBMITTALS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in the prices in Price Schedule A for other items of work.
1.02 DEFINITIONS
A. Days: Calendar days.
B. Required Submittal Number (RSN): Identifies items to be submitted together as a complete submittal.
1.03 REFERENCE STANDARDS
A. American Society of Mechanical Engineers (ASME) 1. ASME Y14.1-12 Decimal Inch Drawing Sheet Size and Format
B. National Institute of Building Sciences (NIBS) 1. NIBS NCS-14 United States National CAD Standards, Version 6
1.04 SUBMITTAL REQUIREMENTS
A. In case of conflict between requirements of this section and requirements included elsewhere in these specifications, requirements included elsewhere take precedence.
B. General: 1. Prepare in English. 2. Label with contract number and title and RSN. 3. Measurement Units: US Customary Units.
C. Drawings: 1. Minimum Identification in Title Block: a. Contract number and title. b. Contractor’s or supplier’s title and drawing number.
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c. Date. 2. Reserve 3-inch by 3-inch space next to title block for review stamps. 3. Print Size: D size (22 inches by 34 inches). 4. Draw to scale using computer drafting or drafting equipment, unless otherwise specified. a. Computer drafted drawings: 1) In accordance with NIBS NCS. 2) Electronic file format: Compatible with AutoCAD, Version 2013 or later. 3) Compile using “eTransmit” utility in AutoCAD. b. Drawing prepared with drafting equipment, when allowed: Lettering shall be neat. 5. Drawings Designated as “Government Format” in Specifications: a. Computer drafted. b. Government will provide Electronic AutoCAD format template. c. Title block and sheet format: 1) As shown on standard drawing 40-D-7102. 2) Government will supply template. 3) Government will supply specific title block information to be used. 6. Final Drawings: a. Computer drafted. b. Government will supply Electronic AutoCAD format template. c. Show as-built changes, including revision dates, made during installation. Indicate changes by clouding. 7. Electronic Files: On CD or DVD discs.
D. Samples Submittals: 1. Label with complete manufacturer's product and color identification. 2. Include type and quantity of materials specified in the referenced section in each “set” of samples. 3. Samples: Representative of product to be installed. 4. Label each sample, sample kit with contract number and title.
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E. Product Data: 1. Mark manufacturer's data for commercial products or equipment, such as catalog cut sheets. a. Identify manufacturer's name, type, model, size, and characteristics. b. Illustrate that product or equipment meets requirements of specifications. c. Mark items to be furnished in a manner that will photocopy (no highlighter). d. Strike through items that do not apply.
F. Certifications: 1. Certifications by a registered professional: Signed and sealed by registered professional. 2. Manufacturer’s certifications: Signed by authorized representative of manufacturer.
1.05 SUBMITTALS PROCEDURES
A. Submit only checked submittals. Submittals without evidence of Contractor's approval will be returned for resubmission.
B. Submit complete sets of required materials for each RSN as specified in “Submittals Required” column in Table 01 33 00A - List of Submittals. A complete set includes all listed items for RSNs with multiple parts.
C. Submit sets specified in “No. of sets to be sent to:” columns in Table 01 33 00A - List of Submittals. 1. Electronic Submittals: a. In Portable Document Format (PDF). b. Include RSN transmittal letter. c. Do not include Personally Identifiable Information (PII) in electronic submittals. 2. Submit electronic submittals via email or CD/DVD based on size: a. The Government can receive e-mails up to 25 MB. However, e-mails over 10 MB should be considered extra-large. E-mailing of electronic submittals exceeding 10 MB should only occur after transmittal of extra- large size e-mail has been verified. b. Include electronic submittals that are too large to e-mail with paper copy of submittal. These electronic submittals shall be on CD or DVD.
D. Include the following information in transmittal letters:
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1. Contract number and title. 2. RSN for each attached submittal. 3. Responsible code. 4. Number of sets for each RSN. 5. Identify submittal as initial or resubmittal.
E. Resubmittal of submittals not approved: 1. Mark changes such that they are readily identifiable and show revision date. 2. Describe reasons for significant changes in transmittal letter. 3. Resubmit returned submittals within 14 days after receiving the comments, unless otherwise directed. 4. Requirements for initial submittals apply to resubmittals.
F. Submit each RSN under a separate transmittal letter. Multiple RSNs submitted under a single letter will be returned to the Contractor for resubmittal.
1.06 REVIEW OF SUBMITTALS
A. Time Required: 1. Submittal review will require 28 days for review of each submittal or resubmittal, unless otherwise specified. 2. Time required for review of each submittal or resubmittal begins when complete sets of materials required for a particular RSN are received and extends through return mailing postmark date.
B. Time in Excess of Specified: 1. CO may extend contract completion date to allow additional time for completing work affected by excess review time. a. Time extension will be to extent that excess review time caused delay to contract completion date. b. Time extension will not exceed time used in excess of specified number of days for review of submittals or resubmittals. c. Concurrent days of excess review time resulting from review of 2 or more separate submittals or resubmittals will be counted only once in extending contract completion date. 2. No time extension will be allowed if Contractor fails to make complete action submittals in sequence and within time periods specified. 3. Adjustment for delay will be made only to extent that: a. Approval was required under contract,
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b. Requests for approval were properly and timely submitted and were approved. 4. Adjustment will be subject to terms of paragraphs (b) and (c) of the clause at FAR 52.242-14, Suspension of Work; however, no such delay shall be deemed to be a “suspension order” as the term is used in that clause.
C. Submittal response: 1. Response letter will indicate whether submittal is approved, approved subject to identified changes, or not approved. a. Revise and resubmit submittals not approved. b. Do not change designs without approval of CO after drawings, documentation, and technical data have been approved.
1.07 TRANSMITTAL
A. Addresses for codes receiving paper copy submittals listed in Table 01 33 00A - List of Submittals: 1. Contracting Officer, Bureau of Reclamation, 302 East Lakeview Parkway, PRO- 901, Provo, Utah 84606-7317 2. Contracting Officer’s Representative, Bureau of Reclamation, 302 EastLakeview Parkway , Provo, Utah 84606-7317. 3. Technical Service Center, Bureau of Reclamation, Attn: 86-68160, P.O. Box 25007, Denver CO 80225-0007; Express Mail: Sixth and Kipling, Building 67, Room 152.
B. When “No. of sets to be sent to” is 0, send a copy from the transmittal letter to that office.
C. Submittals required by specifications, but not listed in Table 01 33 00A - List of Submittals: 1. Submit in accordance with this section. 2. Submit to COR unless otherwise specified.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
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Table 01 33 00A. - List of Submittals *CO indicates Contracting Officer, COR indicates Contracting Officer’s Representative, and TSC indicates Technical Service Center.
RSN Clause Submittals Due date or Respon- Number sets to be sent: or required delivery time sible Section code COR OGR TSC Title
01 14 10-1 Use of Site Land Use and At least 28 days COR CDMS Landscape before use of Rehabilitation Plan Government land 01 31 19-1 Project Pre-Construction At least 28 days COR CDMS Management Meeting before Meeting and Notification Coordination 01 31 19-2 Project Progress Review At least 7 days COR CDMS Management Meetings before Meeting and Notifications Coordination 01 31 30-1 Contract Approval Data At least 42 days COR CDMS Document before Meeting Management System 01 31 30-2 Contract Final Data Within 14 days COR CDMS Document after completion Management of work System 01 31 35-1 Onsite Video Onsite Video Within 21 days COR CDMS System System after receipt of Notice to Proceed 01 32 10-1 Construction Representative Within 21 days COR CDMS Program Information after receipt of Notice to Proceed 01 32 10-2 Construction Baseline Schedule Within 21 days COR CDMS Program after receipt of Notice to Proceed 01 32 10-3 Construction Updated Schedule With monthly COR CDMS Program requests for progress payments. 01 35 10-1 Safety Data Complete LHM Submitted for COR CDMS Sheets and SDS acceptance at least 14 days before jobsite delivery of hazardous material
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Table 01 33 00A. - List of Submittals *CO indicates Contracting Officer, COR indicates Contracting Officer’s Representative, and TSC indicates Technical Service Center.
RSN Clause Submittals Due date or Respon- Number sets to be sent: or required delivery time sible Section code COR OGR TSC Title 01 35 10-2 Safety Data Updated LHM and Submitted for COR CDMS Sheets SDS acceptance at least 14 days before jobsite delivery of hazardous material not previously listed 01 35 20-1 Safety and Resume Submitted and COR CDMS Health approved 21 days before start of operations 01 35 20-2 Safety and Safety Program Submitted and COR CDMS Health approved 21 days before start of operations 01 35 20-3 Safety and Rope, Elevated Submitted and COR CDMS Health Surfaces, and Over approved 21 days Water Training before start of operations 01 35 20-4 Safety and Certificates Submitted and COR CDMS Health approved 21 days before start of operations 01 35 20-5 Safety and Monthly Reports Submitted COR CDMS Health Monthly 01 35 30-1 Contractor’s Qualifications Submitted for COR CDMS Onsite Safety acceptance prior Personnel to employment 01 35 30-2 Contractor’s Safety Inspection Submitted for COR CDMS Onsite Safety Reports acceptance at Personnel least once each week 01 46 20-1 Testing Agency Testing Agency At least 28 days COR CDMS Services Services Plan before beginning on-site work 01 51 00-1 Temporary Power and At least 28 days COR CDMS Utilities Communications before beginning Plan on-site work
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Table 01 33 00A. - List of Submittals *CO indicates Contracting Officer, COR indicates Contracting Officer’s Representative, and TSC indicates Technical Service Center.
RSN Clause Submittals Due date or Respon- Number sets to be sent: or required delivery time sible Section code COR OGR TSC Title 01 51 00-2 Temporary Water Delivery At least 28 days COR CDMS Utilities Plan before beginning on-site work 01 52 10-1 Field Office Delivery Schedule At least 28 days COR CDMS and Site Layout before beginning on-site work 01 55 00-1 Vehicular Initial Digital At least 21 days COR CDMS Access and Recording before beginning Parking on-site work 01 55 00-2 Vehicular Post Construction Within 14 days of COR CDMS Access and Digital Recording completion of Parking work 01 55 00-3 Vehicular Post Repair Digital Within 14 days of COR CDMS Access and Recording completion of Parking work 01 55 20-1 Traffic Control Traffic Control At least 28 days COR CDMS Plan before start of onsite construction work 01 56 10-1 Protection of Plan for Protecting At least 28 days COR CDMS Existing Existing before start of Installations Installations onsite construction work 01 56 15-1 Protection of Utility Owner At least 28 days COR CDMS Existing Acknowledgment before beginning Utilities on site construction work 01 57 20-1 Environmental Copy of At least 28 days COR CDMS Controls Applicable Air before beginning Quality Permit on site construction work 01 57 30-1 Water Pollution Water At least 28 days COR CDMS Control Management Plan before beginning on site construction work
Submittals 01 33 00 - 8 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Table 01 33 00A. - List of Submittals *CO indicates Contracting Officer, COR indicates Contracting Officer’s Representative, and TSC indicates Technical Service Center.
RSN Clause Submittals Due date or Respon- Number sets to be sent: or required delivery time sible Section code COR OGR TSC Title 01 57 30-2 Water Pollution Spill Prevention At least 28 days COR CDMS Control Control and before start of Countermeasure onsite Plan construction work 01 57 50-1 Tree and Plant Protection Plan At least 28 days COR CDMS Protection before start of onsite construction work 01 57 90-1 Preservation of Alternate Use Area At least 28 days COR CDMS Historical or Borrow Area before start of Archaeological onsite Data construction work 01 71 20-1 Surveying Surveying Plan At least 35 days COR CDMS before beginning survey work 01 71 20-2 Surveying Resumes At least 35 days COR CDMS before beginning survey work; At least 35 days before personnel change 01 71 20-3 Surveying Accuracy Check At least 14 days COR CDMS Results before beginning survey work 01 71 20-4 Surveying Completed and Within 2 days of COR CDMS Reduced Survey completing and Notes reducing notes 01 71 20-5 Surveying Quantity Survey Within 2 days of COR CDMS Notes and completing a Computations book 01 74 00-1 Cleaning and Waste Production At least 28 days COR CDMS Waste and Disposal Plan before starting Management onsite work 01 74 00-2 Cleaning and Waste Production Within 7 days of COR CDMS Waste and Disposal waste disposal Management Records
Submittals 01 33 00 - 9 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Table 01 33 00A. - List of Submittals *CO indicates Contracting Officer, COR indicates Contracting Officer’s Representative, and TSC indicates Technical Service Center.
RSN Clause Submittals Due date or Respon- Number sets to be sent: or required delivery time sible Section code COR OGR TSC Title 01 74 00-3 Cleaning and Environmental At least 35 days COR CDMS Waste Consultant Resume before beginning Management environmental assessment 01 74 00-4 Cleaning and Environmental Site Within 14 days of COR CDMS Waste Assessment completion of Management work 01 78 30-1 Project Record Progress As-built Within 15 days COR CDMS Documents Drawings after construction of a particular structure or work is completed 01 78 30-2 Project Record Final As-built Within 30 days of COR CDMS Documents Drawings completion of work 01 78 30-3 Project Record As-built Record of Within 30 days of COR CDMS Documents Materials completion of work 01 78 30-4 Project Record Extra Materials Within 30 days of COR CDMS Documents completion of work 01 78 30-5 Project Record Warranties Within 30 days of COR CDMS Documents completion of work 02 83 30-1 Removal and Qualifications At least 28 days COR CDMS Disposal of before starting Coatings onsite work Containing Regulated Metals 02 83 30-2 Removal and Coating Removal At least 28 days COR CDMS Disposal of and Abatement before starting Coatings Plan onsite work Containing Regulated Metals
Submittals 01 33 00 - 10 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Table 01 33 00A. - List of Submittals *CO indicates Contracting Officer, COR indicates Contracting Officer’s Representative, and TSC indicates Technical Service Center.
RSN Clause Submittals Due date or Respon- Number sets to be sent: or required delivery time sible Section code COR OGR TSC Title 02 83 30-3 Removal and Waste At least 28 days COR CDMS Disposal of Characterization before starting Coatings and Disposal Plan onsite work Containing Regulated Metals 02 83 30-4 Removal and Waste At least 28 days COR CDMS Disposal of Characterization before starting Coatings Report onsite work Containing Regulated Metals 02 83 30-5 Removal and Certificate of Within 14 days COR CDMS Disposal of Disposal after disposal Coatings Containing Regulated Metals
03 15 12-1 PVC Waterstops Approval Data and At least 28 days COR CDMS Instructions before starting onsite work
03 15 12-2 PVC Waterstops Sample Shipping Within 24 hours after COR CDMS Confirmation and shipping Purchase Orders 03 15 12-3 PVC Waterstops Samples At least 28 days COR before starting 1 onsite work 03 15 12-4 PVC Waterstops Certification At least 28 days COR CDMS before starting onsite work 03 15 12-5 PVC Waterstops Drawings Within 14 days after COR CDMS completing work 03 15 14-1 PVC Retro-Fit Approval Data and At least 28 days COR CDMS Waterstop Instructions before starting onsite work 03 15 14-2 PVC Retro-Fit Sample Shipping Within 24 hours after COR CDMS Waterstop Confirmation and shipping Purchase Orders
Submittals 01 33 00 - 11 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
03 15 14-3 PVC Retro-Fit Samples At least 28 days COR 1 Waterstop before starting onsite work 03 15 14-4 PVC Retro-Fit Certification At least 28 days COR CDMS Waterstops before starting onsite work 03 15 12-5 PVC Retro-Fit Drawings Within 14 days after COR CDMS Waterstops completing work 03 20 00-1 Concrete Reinforcement At least 28 days COR CDMS Reinforcing Diagrams and Lists before starting onsite work 03 20 00-2 Concrete Dowel Installation At least 28 days COR CDMS Reinforcing Plan before starting onsite work 03 20 30-1 Post Installed Post-installed At least 28 days COR CDMS Concrete Adhesive Concrete Anchors for before starting onsite Anchors Attachment to work Existing Concrete 03 20 30-2 Post Installed Post-installed At least 28 days COR CDMS Concrete Adhesive Concrete Anchors for before starting onsite Anchors Retro-fit Waterstop work 03 20 30-3 Post Installed Instructions At least 28 days COR CDMS Concrete Adhesive before starting onsite Anchors work 03 30 00-1 Cast-in Place Mix Design At least 28 days COR CDMS Concrete before starting onsite work 03 30 00-2 Cast-in Place Certifications At least 28 days COR CDMS Concrete before starting onsite work 03 30 00-3 Cast-in Place Test Reports At least 28 days COR CDMS Concrete before starting onsite work 03 60 10-1 Backfill Grouting Resume At least 28 days COR CDMS before starting onsite work 03 60 10-2 Backfill Grouting Grouting Materials At least 60 days COR CDMS before beginning work 03 60 10-3 Backfill Grouting Phase I Grouting At least 28 days COR CDMS Plan before starting onsite work 03 60 10-4 Backfill Grouting Phase II Grouping At least 28 days COR CDMS Plan before starting onsite work 03 60 10-5 Backfill Grouting Primary Batch Plant At least 28 days COR CDMS and Bentonite Mixing before starting onsite Equipment work Information 03 60 10-6 Backfill Grouting Grout Delivery At least 28 days COR CDMS Equipment and before starting onsite work
Submittals 01 33 00 - 12 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Instrumentation Information 03 60 10-7 Backfill Grouting Backup Grout Plant At least 28 days COR CDMS and Transfer Tubs before starting onsite work 03 60 10-8 Backfill Grouting Closeout Submittal At least 28 days COR CDMS before starting onsite work 03 81 10-1 Concrete Removal Concrete Removal At least 28 days COR CDMS Plan before starting onsite work 03 81 14-1 Concrete Repair Approval Plan At least 28 days COR CDMS before starting onsite work 03 81 14-2 Concrete Repair Placement Plan At least 28 days COR CDMS before starting onsite work 03 81 16-1 Chemical for Void Chemical Grout for At least 28 days COR CDMS Filling Voids before starting onsite work 03 81 16-2 Chemical for Void Qualifications At least 28 days COR CDMS Filling before starting onsite work 03 81 17-1 Chemical Grout Chemical Grout for At least 28 days COR CDMS for Concrete Crack Crack Repair before starting onsite Repair work 03 81 17-2 Chemical Grout Qualifications At least 28 days COR CDMS for Concrete Crack before starting onsite Repair work 05 50 00-1 Metal Fabrications Approval Drawings At least 28 days COR CDMS and Data before starting onsite work 05 50 00-2 Metal Fabrications Test Reports At least 28 days COR CDMS before starting onsite work 05 50 00-3 Metal Fabrications Steel Faceplate At least 28 days COR CDMS Inspection and before starting onsite Reporting work 05 50 00-4 Metal Fabrications Final Drawings Within 14 days after COR CDMS completing work 26 05 20-1 Grounding and Final Drawings Within 14 days after COR CDMS Bonding completing work 26 05 20-2 Grounding and Test Reports Within 14 days after COR CDMS Bonding completing work 31 02 10-1 Water for Dust Dust Abatement Plan At least 28 days COR CDMS Abatement before starting onsite work 31 03 33-1 Removal of Water Unwatering Plan At least 28 days COR CDMS from Excavation before starting onsite work
Submittals 01 33 00 - 13 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
31 11 00-1 Clearing and Clearing and At least 28 days COR CDMS Grubbing Grubbing Plan before starting onsite work 31 23 10-1 Earth Work Earth Work Plan At least 28 days COR CDMS before starting onsite work 31 23 19-1 Excavation from Barrow Area Use Plan At least 28 days COR CDMS Barrow before starting onsite work 31 24 17-1 Gravel Drain Certification and At least 28 days COR CDMS Laboratory Test before starting onsite Results work 31 24 17-2 Gravel Drain Gravel Drain Quality At least 28 days COR CDMS Control Test Results before starting onsite work 31 25 10-1 Erosion Control Erosion Control Plan At least 28 days COR CDMS before starting onsite work 31 25 10-2 Erosion Control Silt Fence At least 28 days COR CDMS Certifications before starting onsite work 31 25 10-3 Erosion Control Straw Certifications At least 28 days COR CDMS before starting onsite work 31 25 10-4 Erosion Control Turbidity Curtains At least 28 days COR CDMS before starting onsite work 31 32 13-1 Slush Grouting Slush Grout At least 28 days COR CDMS Placement Plan before starting onsite work 31 32 13-2 Slush Grouting Approval Data At least 28 days COR CDMS before starting onsite work 31 32 20-1 Vibrating Wire Vibrating Wire At least 28 days COR CDMS Piezometers Piezometer before starting onsite work 31 32 20-2 Vibrating Wire Vibrating Wire At least 28 days COR CDMS Piezometers Piezometer Electrical before starting onsite Cable work 31 32 20-3 Vibrating Wire Vibrating Wire At least 28 days COR CDMS Piezometers Readout Unit before starting onsite work 31 32 20-4 Vibrating Wire PVC Casing Pipe, At least 28 days COR CDMS Piezometers Fittings, and before starting onsite Couplings work 31 32 32-1 Geotextile Manufacture’s At least 28 days COR CDMS Certification before starting onsite work 31 32 32-2 Geotextile Samples At least 28 days COR 1 before starting onsite work
Submittals 01 33 00 - 14 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
31 32 32-3 Geotextile Protection Method At least 28 days COR CDMS before starting onsite work 31 32 32-4 Geotextile Geotextile Seaming At least 28 days COR CDMS and Overlap before starting onsite work 31 32 32-5 Geotextile Securing Geotextile to At least 28 days COR CDMS Steel Faceplate and before starting onsite Geomembrane Lining work 31 32 35-1 Geonet Manufacturer's At least 28 days COR CDMS Certification before starting onsite work 31 32 35-2 Geonet Installation Plan At least 28 days COR CDMS before starting onsite work 31 32 35-3 Geonet Protection Method At least 28 days COR CDMS before starting onsite work 31 32 36-1 Geomembrane Geomembrane At least 28 days COR CDMS Composite Composite Installation before starting onsite Plan work 31 32 36-2 Geomembrane Locations and Details At least 28 days COR CDMS Composite of Stainless-steel before starting onsite Mechanical work Connections for Securing the Geomembrane Composite 31 32 36-3 Geomembrane Locations and Details At least 28 days COR CDMS Composite of Geomembrane before starting onsite Composite Drainage work Assemblies 31 32 36-4 Geomembrane Notice of Start of At least 28 days COR CDMS Composite Production before starting onsite work 31 32 36-5 Geomembrane Certifications At least 28 days COR CDMS Composite before starting onsite work 31 32 36-6 Geomembrane Samples At least 28 days COR 1 Composite before starting onsite work 31 32 36-7 Geomembrane Warranty Within 14 days after COR CDMS Composite completion of work 31 32 36-8 Geomembrane As-built Drawings Within 14 days after COR CDMS Composite completion of work 31 32 53-1 Pressure Grouting Resumes At least 28 days COR CDMS Foundation before starting onsite work 31 32 53-2 Pressure Grouting Grouting Materials At least 28 days COR CDMS Foundation before starting onsite work
Submittals 01 33 00 - 15 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
31 32 53-3 Pressure Grouting Drilling Plan At least 28 days COR CDMS Foundation before starting onsite work 31 32 53-4 Pressure Grouting Grouting Plan At least 28 days COR CDMS Foundation before starting onsite work 31 32 53-5 Pressure Grouting Primary and Backup At least 28 days COR CDMS Foundation Grout Plant and before starting onsite Equipment work Information 31 32 53-6 Pressure Grouting Automated Grouting At least 28 days COR CDMS Foundation Data Collection before starting onsite System Information work 31 32 53-7 Pressure Grouting Acoustic Televiewer At least 28 days COR CDMS Foundation Surveys before starting onsite work 31 32 53-8 Pressure Grouting Water Pressure Test At least 28 days COR CDMS Foundation and Grouting Data before starting onsite Reports work 31 32 53-9 Pressure Grouting Closeout Submittals Within 14 days after COR CDMS Foundation completion of work 31 35 23-1 Articulating Approval Data and At least 28 days COR CDMS Concrete Block Drawings before starting onsite Revetment work 31 35 23-2 Articulating Certifications At least 28 days COR CDMS Concrete Block before starting onsite Revetment work 31 35 23-3 Articulating Instructions At least 28 days COR CDMS Concrete Block before starting onsite Revetment work 31 35 23-4 Articulating Construction At least 28 days COR CDMS Concrete Block Equipment before starting onsite Revetment Descriptions and work Details 32 12 22-1 Asphaltic Concrete Asphaltic Concrete At least 28 days COR CDMS Pavement Mix Design Data before starting onsite work 32 12 22-2 Asphaltic Concrete Certifications At least 28 days COR CDMS Pavement before starting onsite work 32 17 20-1 Painted Traffic Certifications At least 28 days COR CDMS Lines and before starting onsite Markings work 32 17 20-2 Painted Traffic Instructions At least 28 days COR CDMS Lines and before starting onsite Markings work 32 31 10-1 Chain Link Fence Installation Plan At least 28 days COR CDMS Drawings before starting onsite work
Submittals 01 33 00 - 16 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
32 31 10-2 Chain Link Fence Certifications At least 28 days COR CDMS before starting onsite work 32 31 15-1 Temporary Chain Installation Plan At least 28 days COR CDMS Link Fence before starting onsite work
END OF SECTION
Submittals 01 33 00 - 17 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
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Submittals 01 33 00 - 18 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 35 10 SAFETY DATA SHEETS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in price offered in Price Schedule A for other items of work.
1.02 DEFINITIONS
A. LHM: List of Hazardous Materials.
B. SDS: Safety Data Sheet. 1. Referred to as Material Safety Data Sheets in the clause at 52.223-3, Hazardous Material Identifications and Material Safety Data - Alternate 1.
1.03 APPLICATION
A. For the purpose of this contract, “delivered under this contract” in paragraph (b) of the clause at FAR 52.223-3, Hazardous Material Identification and Material Safety Data - Alternate 1, includes: 1. Materials delivered to Government. 2. Materials incorporated into work. 3. Materials used by the Contractor during contract performance at the jobsite.
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 35 10-1, Complete LHM and SDS.
C. RSN 01 35 10-2, Updated LHM and SDS: 1. Comply with paragraph (e) of clause at FAR 52.223-3, Hazardous Material Identification and Material Safety Data - Alternate 1. 2. In addition to requirements in Table 01 33 00A, submit copies of updated LHM and SDS to the COR at least 14 days before delivering hazardous materials to job site.
Safety Data Sheets 01 35 10 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1.05 DELIVERY
A. Do not deliver hazardous materials to jobsite which are not included on original or previously updated LHM and SDS before receipt of updated LHM and SDS by COR.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
Safety Data Sheets 01 35 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 35 20 SAFETY AND HEALTH
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RSHS - 2014 Reclamation Safety and Health Standards, including revisions posted at http://www.usbr.gov/safety/RSHS/rshs.html
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 35 20-1, Resumes: 1. Contractor’s On-site Safety Representative(s): a. Include certifications. 2. Safety Professional: a. Include certifications.
C. RSN 01 35 20-2, Safety Program: 1. Prepared in accordance with RSHS Section 3 and RSHS Appendix B. 2. Job specific. Generic company safety program will not be accepted. 3. Comprehensive, detailed information on safe work practices, training, engineering controls and personal protective equipment that will be used for this job.
D. RSN 01 35 20-3, Rope, Elevated Surfaces, and Over Water Training.
E. RSN 01 35 20-4, Certificates: 1. CPR and First Aid training certificates for on-site supervisors and foremen.
F. RSN 01 35 20-5, Monthly Reports: 1. Safety Inspection Reports:
Safety and Health 01 35 20 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
a. List noted deficiencies, their abatement dates, and follow-up action for worksite activities. b. Base inspection report on findings of worksite walk-through with Government personnel. 2. Monthly Summary: Form 7-2218 or other acceptable form in accordance with paragraph 3.8 of RSHS.
1.04 QUALIFICATIONS
A. Contractor’s On-site Safety Representative(s): 1. Competent supervisory employee with appropriate level of safety related training and experience. 2. Completed OSHA authorized 30-hour training course for Construction, and up to date on yearly refreshers. 3. Holds current certificates for first aid and adult CPR.
1.05 CONTRACTOR’S ON-SITE SAFETY PERSONNEL
A. Designate employee(s) as Contractor’s On-site Safety Representative(s) prior to start of construction.
B. Contractor’s On-site Safety Representative(s) Authorities, Duties, and Responsibilities: 1. Review and approve Safety Program prior to submittal. 2. Implement Safety Program. 3. Full authorization to correct unsafe activity on the spot. 4. Prepare safety inspection reports. 5. At least one Contractor On-site Safety Representative shall be on-site during construction activities.
1.06 SAFETY AND HEALTH
A. On-site work, including mobilization, shall not begin until the COR has reviewed the Safety Program and determined that the Safety Program is satisfactory for proceeding with on-site work.
B. Comply with the clause at FAR 52.236-13, Accident Prevention, the clause at WBR 1452.223-81, Safety and Health, RSHS, local safety programs, referenced safety and health standards, and Safety Program. 1. In the event there is a conflict between requirements contained in these documents, the more stringent requirement shall prevail.
Safety and Health 01 35 20 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1.07 MEDICAL SERVICES AND FIRST AID
A. Provide medical services and first aid in accordance with RSHS Section 5.
B. Make facilities and services available for emergency aid to employees, subcontractor employees, and Government employees. 1. Provide services free of charge to Government employees injured on job. 2. Government employees not injured on job may be charged fees for rendered services based on reasonable and established fee rates.
1.08 QUALITY ASSURANCE
A. Contractor’s On-site Safety Representative(s): 1. The effectiveness of Contractor’s On-site Safety Representative(s) in prosecuting the safety program will be subject to continual review by the COR and in accordance with WBR 1452.223-81 Safety and Health. 2. Should the Contractor’s safety effort be considered inadequate, the COR has the option to require the Contractor to employ a Certified Safety Professional in accordance with FAR 52.236-13 Accident Prevention
B. Safety Program: 1. The effectiveness of the Safety Program will be subject to continual review by COR and in accordance with FAR 52.236-13 Accident Prevention.
PART 2 PRODUCTS
Not Used PART 3 EXECUTION
Not Used
END OF SECTION
Safety and Health 01 35 20 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
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Safety and Health 01 35 20 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 35 30 CONTRACTOR’S ONSITE SAFETY PERSONNEL
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RSHS - 2014 Reclamation Safety and Health Standards, including revisions posted at http://www.usbr.gov/safety/RSHS/rshs.html
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 35 30-1, Qualifications: 1. Contractor’s Onsite Safety Representative. 2. Part-time Onsite Safety and Health Professional.
C. RSN 01 35 30-2, Safety Inspection Reports: 1. Prepare detailed monthly safety inspection reports listing noted deficiencies, digital photos, abatement dates and follow-up action for all jobsite activities. 2. Inspection report shall include findings of jobsite walk-through with Government representative.
1.04 QUALIFICATIONS
A. Contractor’s Onsite Safety Representative in accordance with Section H of the contract, Key Personnel: 1. Competent supervisory employee with current safety and health related training, experience and duties on at least three projects of similar nature, size, complexity, and work to be performed as the current project 2. OSHA Construction 30-Hour Training Course including applicable elective subjects, for example Confined Space Entry; Cranes, Derricks, Hoists, Elevators, and Conveyors; Ergonomics; Fire Protection and Prevention; Materials Handling, Storage, Use and Disposal; Signals and Barricades; Powered Industrial Vehicles;
Contractor’s Onsite Safety Personnel 01 35 30 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Safety and Health Programs; Scaffolds; Steel Erection; Tools - Hand and Power; Welding and Cutting. Current first aid CPR certification. 3. Include resume with current telephone numbers of references, description of safety representative responsibilities, and copies of training certifications.
B. Contractor’s Part-time Onsite Safety and Health Professional: 1. The Contractor shall identify a part-time Safety and Health Professional that is acceptable to Reclamation. The safety professional shall visit the site a minimum of one time per month. 2. Include resume with current telephone numbers of references, description of safety professional responsibilities on similar construction projects, and copies of training certifications, degree, and registration. 3. The individual shall be qualified by virtue of education, training, certification, and experience in which professional status in the construction safety field has been established. 4. Meeting the requirements training and experience requirements of Article 1.04A and: a. Possessing at least a 4-year bachelor’s degree from an accredited college or university in: 1) Safety Engineering, 2) Safety and Occupational Health, or 3) Industrial Hygiene (IH). b. Registered Professional Safety Engineer, Certified Safety Professional (CSP), Associate Safety Professional (ASP), Construction Health & Safety Technician (CHST), Occupational Health and Safety Technologist (OHST) or CIH certified by the Board of Certified Safety Professionals /American Board of Industrial. c. Knowledgeable of current safety trends, industry practices, and can exercise technical expertise.
1.05 APPLICATION
A. Designate an employee as the Contractor’s Onsite Safety Representative prior to start of construction and employ Safety Professional for part-time on the job. 1. Safety Professional requirements may be met by retaining appropriate level of services of an acceptable safety consultant.
B. Contractor’s Onsite Safety Representative Authorities, Duties, and Responsibilities: 1. Responsible for effectively implementing the Contractor’s Safety Program. 2. The Safety Representative shall coordinate all emergency response activities.
Contractor’s Onsite Safety Personnel 01 35 30 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
3. Recommend controls for observed hazards or predicted hazards. 4. Full authorization to correct unsafe acts on the spot, including the authority to stop work to correct safety and health problems. 5. Lead weekly safety meetings at the jobsite. 6. Onsite, during any and all construction activities. 7. Assemble, review, and sign each Job Hazard Analysis (JHA). a. Review of JHA with employees. 8. Verify the correct use of respiratory protection and personal protective equipment. 9. Conduct and prepare weekly safety inspections in conjunction with the onsite government representative listing noted deficiencies, their abatement dates, follow up action. The report shall be available for review onsite. 10. Provide direct oversight and assemble a detailed report of all incident reviews, near-misses, accidents, and emergency response or rescue actions. 11. The Onsite Safety Representative may have other non-safety duties.
1.06 QUALITY ASSURANCE
A. In accordance with Section H of the contract, Key Personnel, FAR 52.236-13 Accident Prevention and WBR 1452.223-81 Safety & Health:
B. Contractor’s Onsite Safety Representative 1. The effectiveness of the Contractor’s Onsite Safety Representative in prosecuting the safety program will be subject to continued review and approval by the COR. 2. Should the Contractor’s onsite safety representative’s effort be deemed insufficient the Contractor may be required to provide the services of a qualified, full-time safety and health professional at no additional cost to the Government.
C. Contractor’s Part-time Onsite Safety and Health Professional: 1. The effectiveness of the Contractor’s Onsite Safety Professional in prosecuting the safety program will be subject to continued review and approval by the COR. 2. Should the Contractor’s part-time safety professional effort be deemed insufficient the Contractor may be required to provide the services of a qualified, full-time Safety and Health Professional at no additional cost to the Government.
PART 2 PRODUCTS
Not Used
Contractor’s Onsite Safety Personnel 01 35 30 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 3 EXECUTION
Not Used
END OF SECTION
Contractor’s Onsite Safety Personnel 01 35 30 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 42 10 REFERENCE STANDARDS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Referenced editions of standard specifications, codes, and manuals form a part of this specification to the extent referenced.
B. These specifications take precedence when conflicting requirements occur between specifications and referenced standard.
1.03 JOBSITE REFERENCE STANDARDS
A. Maintain at fabrication site, access to referenced standard specifications, codes, and manuals required for work in progress at fabrication site. Make available for use by the Government.
B. Maintain onsite, access to referenced standard specifications, codes, and manuals required for onsite work in progress. Make available for use by the Government.
1.04 AVAILABILITY
A. Code of Federal Regulations (CFR): 1. Available online, authorized by the National Archives and Records Administration (NARA) and the Government Printing Office (GPO), at http://www.gpo.gov/fdsys/search/home.action.
B. Federal Specifications, Standards, and Commercial Item Descriptions; and Military Specifications: 1. Copies of Federal Specifications, Standards, and Commercial Item Descriptions may be obtained from GSA Federal Supply Service, see the provision at FAR 52.211-1, Availability of Specifications Listed in the GSA Index of Federal Specifications, Standards and Commercial Item Descriptions, FPMR Part 101-29. 2. Copies of Military Specifications may be obtained from Department of Defense, see the provision at FAR 52.211-2, Availability of Specifications, Standards, and Data Item Descriptions Listed in the Acquisition Streamlining and Standardization Information System (ASSIST).
Reference Standards 01 42 10 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
C. Bureau of Reclamation Documents: 1. Reclamation Safety and Health Standards (RSHS) may be downloaded at www.usbr.gov/safety/RSHS/rshs.html. a. Hard copies of RSHS, stock number 024-003-00204-6, may be purchased from The Superintendent of Documents at the U.S. Government Printing Office (GPO), phone number 202-512-1800. Hard copies of RSHS are subject to revisions posted on the site shown above. 1) GPO online bookstore: http://bookstore.gpo.gov/actions/GetPublication.do?stocknumber= 024-003-00204-6. 2. Bureau of Reclamation Standard Specifications are designated with an M- number. Copies of individual standards may be obtained from Bureau of Reclamation, Attn: 86-68510, P.O. Box 25007, Denver, CO 80225-0007. Specify standard(s) needed when requesting a copy. 3. Bureau of Reclamation manuals and other publications including significant scientific, technical, and engineering works are available from the National Technical Information Service (NTIS). Information regarding availability and pricing may be obtained by contacting NTIS at the following address:
United States Department of Commerce National Technical Information Service 5285 Port Royal Road Springfield, VA 22161 Telephone: 703-487-4650 or 1-800-553-6847
D. Industrial and Governmental Documents: 1. When a reference has a joint designation (e.g., ANSI/IEEE) these specifications generally cite the proponent organization (e.g., IEEE). 2. Addresses for obtaining industrial and governmental (other than Federal and Bureau of Reclamation specifications and standards) specifications, standards, and codes are listed in Table 01 42 10A - Addresses for Specifications, Standards, and Codes.
Table 01 42 10A - Addresses for Specifications, Standards, and Codes Acronym Name and Address Telephone AASHTO American Association of State Highway and 202-624-5800 Transportation Officials 800-231-3475 444 North Capitol Street, NW., Suite 249 Washington, DC 20001 www.aashto.org
Reference Standards 01 42 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Table 01 42 10A - Addresses for Specifications, Standards, and Codes Acronym Name and Address Telephone ACI American Concrete Institute 248-848-3700 38800 Country Club Dr. Farmington Hills, MI 48331-3439 https://www.concrete.org/home.aspx
AGC Associated General Contractors of America 703-548-3118 333 John Carlyle Street, Suite 200 Alexandria, VA 22314 www.agc.org AISC American Institute of Steel Construction 312-670-2400 One East Wacker Drive, Suite 3100 Chicago, IL 60601-2001 www.aisc.org ASME American Society of Mechanical Engineers 800-843-2763 3 Park Avenue New York, NY 10016-5990 www.asme.org ASTM ASTM International 610-832-9585 P.O. Box C700 100 Barr Harbor Drive West Conshohocken, PA 19428-2959 www.astm.org AWS American Welding Society 800-443-9353 550 NW LeJeune Road 305-443-9353 Miami, FL 33126 www.amweld.org AWWA American Water Works Association 303-794-7711 6666 W. Quincy Avenue Denver, CO 80235 www.awwa.org COE USACE Publications Depot 301-394-0081 Attn: CEIM-SP-D Fax 301-394-0084 2803 52nd Avenue Hyattsville, MD 20781-1102 www.usace.army.mil/publications or www.hnd.usace.army.mil/techinfo/indes.htm
Reference Standards 01 42 10 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
Table 01 42 10A - Addresses for Specifications, Standards, and Codes Acronym Name and Address Telephone GSI Geosynthetics Institute 610-522-8440 475 Kedron Ave., Folsom, PA 19033 https://geosynthetic-institute.org/ ICRI International Concrete Repair Institute 651-366-6095 1000 Westgate Drive, Suite 252 | St. Paul, Minnesota 55114 http://www.icri.org/ IEEE Institute of Electrical and Electronics Engineers 212-419-7900 3 Park Avenue,17th Floor New York, NY 10016-5997 www.ieee.org NAAMM National Association of Architectural Metal 312-332-0405 Manufacturers 8 South Michigan Avenue, Suite 1000 Chicago, IL 60603 www.naamm.org NACE NACE International 281-228-6200 1440 South Creek Drive Houston, TX 77084 www.nace.org NIBS National Institute of Building Sciences 202-289-7800 1090 Vermont Avenue, NW., Suite 700 Washington, DC 20005-4905 www.nibs.org SSPC SSPC: The Society for Protective Coatings 800-837-8303 40 24th Street, 6th Floor 412-281-2331 Pittsburgh, PA 15222-4656 www.sspc.org
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
Reference Standards 01 42 10 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
END OF SECTION
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Reference Standards 01 42 10 - 6 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 46 00 QUALITY PROCEDURES
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 DEFINITIONS
A. Government Contract Quality Assurance: (from FAR 46.101) Various functions, including inspection, performed by the Government to determine whether a contractor has fulfilled the contract obligations pertaining to quality and quantity.
B. Contractor Quality Assurance / Quality Control (QA/QC): Activities performed by the Contractor to ensure work conforms to contract requirements. 1. The clause at FAR 52.246-12 - Inspection of Construction, requires the Contractor to establish an inspection system to ensure quality. 2. Contractor QA/QC includes activities in addition to specified Contractor Quality Testing to ensure work conforms to contract requirements.
C. Contractor Quality Testing: Specified tests shall be performed by the Contractor. 1. The Government will evaluate results of these tests when determining acceptability of work. 2. The Contractor may use the test results as part of Contractor QA/QC. a. The Government anticipates that these tests will be part of the Contractor’s QA/QC program, however the tests do not relieve the Contractor of maintaining adequate quality system in accordance with the clause at FAR 52.246-12 - Inspection of Construction.
PART 2 PRODUCTS
2.01 PRODUCT ASSURANCE
A. Equipment and materials used in the work shall be in accordance with the contract documents; of the best quality and grade for the use intended; shall be new and unused; and shall be the manufacturer's latest standard or current model for which replacement parts are readily available.
Quality Procedures 01 46 00 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 3 EXECUTION
3.01 QUALITY ASSURANCE
A. During the course of work, the Government may perform quality assurance tests. Tests performed by the Government will be used to ensure compliance with contract requirements and not as a replacement for specified Contractor quality testing. 1. Upon request, make measuring and testing devices available for use by the Government for verification tests.
B. Contractor’s Quality Control Supervisor: 1. The effectiveness of the Contractor’s Quality Control Supervisor in prosecuting the Quality Control Program will be subject to continued review and approval by the CO.
C. Contractor’s Quality Control Program: 1. The effectiveness of the Contractor’s Quality Control Program will be subject to continued review and approval by the CO.
D. Should the Contractor’s Quality Control Supervisor’s efforts be deemed insufficient the Contractor may be required to replace the Quality Control Supervisor at no additional cost to the government.
END OF SECTION
Quality Procedures 01 46 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 46 20 TESTING AGENCY SERVICES
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for items of work requiring applicable testing agency services.
B. Progress Payments: If test reports are not submitted in a timely manner, Contractor will be considered to be in non-compliance and delaying that phase of the work to which testing applies. CO may retain appropriate amounts of applicable progress payments.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM C1077-16a Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation 2. ASTM D3666-16 Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials 3. ASTM D3740-12a Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction 4. ASTM E329-14a Agencies Engaged in Construction Inspection, Testing, or Special Inspection 5. ASTM E543-15 Agencies Performing Nondestructive Testing
B. Geosynthetics Institute (GSI) 1. GSI GM29 Practice for Field Integrity Evaluation of Geomembrane Seams (and Sheet) Using Destructive and Nondestructive Testing
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals.
Testing Agency Services 01 46 20 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
B. RSN 01 46 20-1, Testing Agency Services Plan: 1. Include: a. Names of agencies to perform sampling and testing. b. Tests and sampling to be performed. c. Agency accreditation to perform specified testing or agency qualifications to perform specified testing. d. Resumes of personnel performing tests. e. Samples of report forms. 2. No change in the approved plan may be made without written concurrence by COR.
1.04 QUALIFICATIONS
A. Testing agency organization: 1. Agencies testing construction materials: Meet requirements of ASTM E329. 2. Agencies testing concrete and concrete aggregates: Meet requirements of ASTM C1077. 3. Agencies testing soil and rock: Meet requirements of ASTM D3740. 4. Agencies testing bituminous paving materials: Meet requirements of ASTM D3666. 5. Agencies engaged in nondestructive testing: Meet requirements of ASTM E543. 6. Agencies engaged in testing geomembrane materials: Meet requirements of GSI GM29.
B. Equipment: 1. Calibrate measuring devices, laboratory equipment, and instruments at established intervals.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 CONTRACTOR QUALITY TESTING
A. Employ accredited independent agency to perform sampling, testing, and reporting as required in the following Sections: 1. Geomembrane composite
Testing Agency Services 01 46 20 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
2. Geotextile cushion 3. Geonet Drain 4. Cast-in-place Concrete 5. Backfill Grout 6. Earthwork 7. Gravel Drain 8. Asphaltic Concrete Pavement
3.02 GOVERNMENT CONTRACT QUALITY ASSURANCE
A. During course of the work, Government may perform quality assurance tests. Tests performed by Government will be used to ensure compliance with contract requirements and not as replacement for specified Contractor quality testing.
END OF SECTION
Testing Agency Services 01 46 20 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
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SECTION 01 51 00 TEMPORARY UTILITIES
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in price offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Institute of Electrical and Electronics Engineers (IEEE) 1. IEEE C2-2017 National Electrical Safety Code (NESC)
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 51 00-1, Power and Communication Plan.
C. RSN 01 51 00-2, Water Delivery Plan.
1.04 TEMPORARY ELECTRICITY
A. Electric power from electrical system within Shaft House will be available for construction purposes: 1. Three phase, 60 Hertz, alternating current at 120/240 volts. 2. Approximately 10k VA, maximum. 3. Power source is from panelboard and is limited to existing infrastructure.
B. Electric power from local utility will be available for construction purposes: 1. Two phase, 60 Hertz, alternating current at 240 volts. 2. 10 kVA, maximum. 3. Power source is from pole mounted transformer and is limited to existing infrastructure.
C. Provide temporary electrical equipment and facilities required for obtaining power and distributing power to points of use.
D. Provide electric power required for construction when available power listed above is not adequate.
Temporary Utilities 01 51 00 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
E. Comply with IEEE C2 clearances and spacing for temporary supply lines.
F. No charge for power when obtained from these sources.
1.05 TEMPORARY WATER
A. Water for concrete, earthwork, grouting, and other permanent work may be obtained from the reservoir. 1. Government will designate locations from which water may be obtained. 2. No charge will be made for water obtained from this source.
B. Provide means of conveying water to points of use.
1.06 TELEPHONE
A. Contractor shall provide telephone service. 1. Site has limited cell phone service.
1.07 SANITARY FACILITIES
A. Contractor shall provide sanitary facilities. 1. Provide at least one sewage facility for each 10 people onsite.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 REMOVAL
A. Remove temporary equipment and facilities upon completion of work under this contract.
END OF SECTION
Temporary Utilities 01 51 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 52 10 FIELD OFFICE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. American Society of Heating, Refrigerating, and Air-conditioning Engineers, Inc. (ASHRAE) 1. ASHRAE HSE-12 HVAC Systems and Equipment (I-P)
B. National Fire Protection Association (NFPA) 1. NFPA 10-13 Portable Fire Extinguishers
C. Public Law (PL) 1. PL 101-336 Americans With Disabilities Act of 1990
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 52 10-1, Delivery Schedule and Site Layout: 1. For office facility and related items to be furnished. 2. Plan view of office trailer and parking layout.
PART 2 PRODUCTS
2.01 FIELD OFFICE
A. Field office: Office facility, furnishings, and parking area for exclusive use of Government in addition to and separate from office facilities provided for Contractor use.
B. Materials and installations: In compliance with PL 101-336 and applicable Federal, State, and local regulations, laws, codes, and requirements for accommodating individuals with disabilities.
Field Office 01 52 10 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
2.02 OFFICE FACILITY
A. Mobile office facility: 1. Floor area: Not less than 1,344 square feet, two bathrooms, four offices with a minimum of 144 square feet each. 2. Structurally sound, secure, weather tight enclosure with windows. 3. Floors raised above ground. 4. Ground anchors to secure mobile office trailer at the site. 5. Steps and ramps with landings and handrails at entrance doors. 6. Door locks: a. Deadbolt type locking devices. b. Doors keyed alike. c. Furnish 4 sets of keys. 7. Vinyl tile floor. 8. Paneled interior walls. 9. Pre-finished gypsum ceiling. 10. Windows: one on each office, sized to meet local, state, and national codes for egress. 11. Double or triple wide complete unit. 12. Single unit size cannot exceed 8 feet in width.
B. HVAC Equipment: 1. Distribution system: Sufficient for uniform heating, cooling, and comfort. 2. Heating: Size in accordance with ASHRAE HSE for minimum 70 degrees F inside temperature under winter outside design conditions applicable to construction site location. 3. Ventilation: Mechanical type sufficient for comfort during the change between heating and cooling seasons. 4. Air-Conditioning: Size system in accordance with ASHRAE HSE for maximum 80 degrees F inside temperature under summer outside conditions applicable to construction site location. 5. Equipment Options: Equivalent heating, ventilating, and air-conditioning in a single combination unit or other combinations.
C. Electrical:
Field Office 01 52 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1. Wiring system: Complete including service entrance, one duplex convenient outlet for each 40 square feet of floor space and additional outlets and circuits for heating, ventilating, and air-conditioning units as required. 2. Lighting: Fluorescent lighting suitable for tasks, based on 3-watts-per-square foot uniform distribution. 3. Smoke detector: At least one.
D. Fire Extinguishers: 1. ABC fire extinguishers. 2. Number, location, and extinguisher rating: In accordance with NFPA 10. 3. Listed or approved by a nationally recognized testing laboratory.
E. Electric Water Cooler: One-5 gallon hot and cold-water cooler with paper cup dispenser and with water delivery service, 5 bottles per month.
F. Sewage Facilities: 1. Install temporary equipment and facilities necessary for sewage collection and disposal. a. Provide a minimum of 2 sewage facilities for office. b. Provide containment berm or lined cell to prevent leakage of sewage into the reservoir. 2. Provide sewage pumping services for Government Field Office two times per week. 3. Remove temporary equipment and facilities upon completion of work under this contract.
G. Other Equipment: 1. First aid cabinet. 2. Defibrillator.
Field Office 01 52 10 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
2.03 FURNISHINGS
A. New or "like new" reconditioned furniture listed in Table 01 52 10A - Field Office Furniture Requirements.
Table 01 52 10A - Field Office Furniture Requirements Number Item Description Required Desk 1 Flat top double pedestal, size 30 inches by 60 inches Desks 4 Office desk size 34 inches by 48 inches Chairs 12 Swivel office chairs Chairs 12 Stacking (Banquet Style) chairs Microwave 1 1.3 cubic foot, 1,100 watts Filing Case 1 Metal 5 drawer letter size 27 inches deep, baked-on enamel finish Bookcases 5 4 shelves, 30 inches wide Refrigerator 1 18 cubicfoot capacity Folding Tables 7 72 inches by 30 inches folding tables Utility Table 1 Sized adequately to accommodate the microwave and coffeemaker Coffee Maker 1 12 cup capacity Trash Cans 8 7 gallon trash cans Entrance Mats 2 Deep Cleaning Ribbed Entrance Mat 3x5
B. Shades: Standard fabric roller shades or metal slat venetian blinds at windows.
2.04 PARKING AREA
A. Parking area: Gravel surfaced four inches thick minimum for not less than 6 vehicles adjacent to office trailer.
B. Walkway from parking area to field laboratory and office facility: Gravel surfaced.
C. Include four-inch-thick gravel surfacing for 10 foot by 60 foot Government’s lab trailer with parking space for an additional 4 vehicles.
Field Office 01 52 10 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 3 EXECUTION
3.01 PREPARATION
A. Grade field office site for drainage.
3.02 INSTALLATION
A. Install or construct field office at location approved by COR.
B. Connect electricity, including service for Government’s lab trailer. 1. Adequately size and correctly place to perform their function without damage or interruption of service.
C. Locate parking area adjacent to office facility.
D. Complete field office site and office facility prior to other work commencing.
3.03 MAINTENANCE
A. Provide maintenance and janitorial services required for field office during contract period or until removal of field office is determined by COR. 1. Includes payment for electrical, gas, water, and sanitary services. 2. Provide janitorial services to clean field office two times per week including dusting, sweeping, mopping, and trash removal when the office is attended. 3. Janitorial services to furnish and maintain all necessary restroom supplies (toilet paper, paper towels, hand washing liquid soap), trash can liners, disposable water cups and general use paper towel rolls. 4. Wash windows monthly. 5. Keep approach walks free of mud, water, ice, and snow. 6. Immediately replace or repair items that break or are otherwise rendered inoperable.
3.04 REMOVAL AND CLEANUP
A. Promptly remove complete field office including buildings, foundations, utility services, and debris upon written direction from COR.
B. Disconnect and cap or remove utility services as appropriate and leave area free of undesirable features resulting from utility service installation.
C. Restore areas: Comply with Section 01 14 10 - Use of Site.
END OF SECTION
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Field Office 01 52 10 - 6 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 55 00 VEHICULAR ACCESS AND PARKING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT 1. Cost: Include in the prices offered in Price Schedule A for other items of work. a. Includes three surveys: prior to construction, after construction, after roadway repairs are made.
1.02 REGULATORY REQUIREMENTS
A. Meet requirements established by jurisdictional authority for use of existing roadways and haul routes; including seasonal or other limitations or restrictions, payment of excess size and weight fees, and posting of bonds conditioned upon repair of damage.
B. Comply with applicable regulations for haul routes over public highways, roads, or bridges.
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 55 00-1, Initial Digital Recording.
C. RSN 01 55 00-2, Post Construction Digital Recording.
D. RSN 01 55 00-3, Post Repair Digital Recording.
1.04 SITE CONDITIONS
A. Rights-of-way for access to work from existing roads will be established by Government. 1. In accordance with clause at FAR 52.236-10, Operations and Storage Areas, use only established roadways, parking areas, and haul routes; or temporary roadways, parking areas, or haul routes constructed by Contractor when and as authorized by COR. 2. Subject to clause at FAR 52.249-10, Default (Fixed-Price Construction), unavailability of transportation facilities or limitations thereon shall not become a basis for claims for damages or extension of time for completion of work.
Vehicular Access and Parking 01 55 00 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 2 PRODUCTS
2.01 MATERIALS
A. Materials to maintain and repair existing roadways, parking areas, and haul routes: In accordance with requirements of jurisdictional authority.
B. Materials to construct, maintain, and repair temporary roadways, parking areas, and haul routes: As approved by COR.
C. Materials to maintain roadways and parking areas constructed under this contract and used by Contractor for construction work: In accordance with specified requirements for construction of those roadways and parking areas.
PART 3 EXECUTION
3.01 EXAMINATION
A. Investigate condition of available public or private roads for clearances, restrictions, bridge-load limits, bond requirements, and other limitations that affect or may affect access and transportation operations to and from jobsite.
3.02 RECORDS
A. Make preconstruction, post construction and post repair digital recordings: 1. DVD format with a minimum 1080i resolution. 2. Label: a. Contract number and title. b. Contractor’s name. c. Date recording is made. d. Preface video with this information.
B. The Resident engineer, a representative from the New Mexico Department of Transportation (on State Highway 112) and a representative from the El Vado State Park (within the park limits) will be present during recording. Notify Resident engineer at least 3 days prior to recording.
3.03 ESTABLISHED ROADWAYS AND PARKING AREAS
A. Established roadways and parking areas are available for Contractor's use subject to existing restrictions and approval of the COR.
B. Designated areas of existing parking facilities be used by construction personnel.
Vehicular Access and Parking 01 55 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
C. Do not allow heavy vehicles or construction equipment in established parking areas.
D. Traffic crossing spillway is limited to spillway load limits.
3.04 TEMPORARY ROADWAYS AND PARKING AREAS
A. Roadways: 1. Construct temporary roadways for access from public thoroughfares to serve construction area, of a width and load-bearing capacity to provide unimpeded traffic for construction purposes. 2. Construct temporary bridges or culverts at stream crossings or cross-drainage channels to allow for unimpeded surface drainage.
B. Parking Areas: 1. Provide temporary parking areas to accommodate use of construction personnel. 2. Provide additional offsite parking when site space is not adequate. 3. Locate as approved by the COR.
3.05 HAUL ROUTES
A. Perform work on rights-of-way established by Government as necessary to construct and maintain any roads, bridges, or drainage structures required for establishment and use of haul routes for construction operations.
B. Use existing available public highways, roads, or bridges as haul routes subject to applicable local regulations.
C. Minimize interference with or congestion of local traffic.
D. Provide barricades, flaggers, and other necessary precautions for safety of public where haul routes cross public highways or roads.
3.06 MAINTENANCE
A. Maintain roadways, parking areas, and haul routes in a sound, smooth condition.
B. Maintain roads and parking areas until completion and acceptance of all work under this contract. 1. As approved by COR, defer until latest practicable date within specified completion period, placement of surfacing on roads or parking areas subject to heavy and deteriorating use by Contractor's construction operations or equipment.
C. Maintain surfacing of gravel-surfaced roads and parking areas in a smooth condition until completion and acceptance of work under this contract.
Vehicular Access and Parking 01 55 00 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
D. Snow removal for convenience of Contractor or to facilitate work operations of Contractor is considered to be normal required maintenance.
3.07 REPAIR
A. During construction promptly repair ruts, broken pavement, potholes, low areas with standing water, and other deficiencies to maintain road surfacing and drainage in original or specified condition or as directed by COR.
B. Following construction an inspection of State Highway 112 from Tierra Amarilla to the dam site and the El Vado State Park Roads used for accessing the site and hauling equipment shall be completed in the presence of the Resident engineer a representative from the New Mexico Department of Transportation (on State Highway 112) and a representative from the El Vado State Park (within the park limits). 1. The Resident engineer will delineate areas damaged by the construction activities. Instructions for making the repairs are included in Section 32 12 22 – Asphaltic Concrete Pavement. 2. Following any roadway repairs, inspection will be made by the Resident engineer and a representative from the New Mexico Department of Transportation to ensure adequate repairs have been made.
3.08 REMOVAL
A. Remove materials used to construct temporary roadways, parking areas, and haul routes prior to contract completion. Recycle salvageable materials as approved by COR.
END OF SECTION
Vehicular Access and Parking 01 55 00 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 55 20 TRAFFIC CONTROL
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Traffic Control Program: 1. Payment: Lump-sum price of other items of work in Price Schedule A.
1.02 REFERENCE STANDARDS
A. Federal Highway Administration, Department of Transportation 1. MUTCD, Part 6 Temporary Traffic Control, Manual on Uniform Traffic Control Devices, 2009 Edition with Revisions 1 and 2, (http://mutcd.fhwa.dot.gov)
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 55 20-1, Traffic Control Plan. 1. Describe and provide sketch showing location of barriers and signage redirecting traffic through the local streets to provide access to private residences shown on the drawings. 2. Describe and provide sketch showing locations of traffic control at the abutment approaches to the dam crest road when closures are required. a. Provide schedule for dam crest road closures. b. Provide communication plan for dam crest road closures. 3. Describe and provide sketch showing locations of road closure signage on the state highway and county roads approaching the dam site.
PART 2 PRODUCTS
Not Used
Traffic Control 01 55 20 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 3 EXECUTION
3.01 TRAFFIC CONTROL
A. Meet requirements of MUTCD, Part 6.
B. Provide cones, delineators, concrete safety barriers, barricades, flasher lights, danger signals, signs, and other temporary traffic control devices as required to protect work and public safety.
C. Provide flaggers and guards as required to prevent accidents and damage or injury to passing traffic.
D. Provide signage on state and county roads indicating the dam crest road closure schedule. Update signage to reflect current closures.
E. Do not begin work along public or private roads until proper traffic control devices for warning, channeling, and protecting motorists are in place in accordance with approved traffic control plan.
F. Maintain traffic flow and conduct construction operations to minimize obstruction and inconvenience to public traffic.
G. Provide unobstructed, smooth passageway for one lane of traffic through construction operations.
H. Maintain convenient access to driveways, houses, and buildings along line of work.
I. Protect roads closed to traffic with effective barricades and warning signs. Illuminate barricades and obstructions from sunset to sunrise.
J. Remove traffic control devices when no longer needed.
3.02 DETOUR
A. Use barriers and signage to direct local traffic to cabins on left abutment area using existing roads.
B. Provide temporary security fencing to prevent access to the Contractor’s staging and stockpile areas as described in Section 01 56 32 Temporary Safety Fence.
C. Provide compacted gravel surfacing on detour if damaged during construction as directed by the COR.
D. Provide traffic control devices as required by MUTCD, Part 6.
E. Remove the detour barriers and signage when no longer needed.
Traffic Control 01 55 20 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
END OF SECTION
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SECTION 01 56 10 PROTECTION OF EXISTING INSTALLATIONS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in the prices offered in Price Schedule A for other items of work, except as specified. 2. Costs for repair of installations damaged by the Contractor's operations are the Contractor's responsibility.
1.02 SUBMITTALS
A. Submit the following in accordance with Section 01330 – Submittals:
B. RSN 01 56 10-1, Plan for Protecting Existing Installations. 1. Describe methods for protecting installations within the work areas. Including but not limited to; piezometer well casings, inclinometer casings, embankment monitoring points, guard railing, signage, log boom anchorages, and other installations shown on the drawings.
1.03 PROJECT CONDITIONS
A. Drawings included in these specifications show items of existing instrumentation, utilities, log boom anchorages, signs, and dam appurtenant equipment but may not show all existing at the jobsite.
B. Obtain the location of buried items before performing any excavations or drilling.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 PROTECTION
A. Provide protection for personnel and existing facilities from harm due to the Contractor's operations. 1. Protection shall be subject to approval of the Government.
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B. Arrange protective installations to permit operation of existing equipment and facilities by the Government while work is in progress.
3.02 REMOVAL OF PROTECTIVE INSTALLATIONS
A. Remove protective installations after purpose has been served. Materials furnished by the Contractor to provide protection remain property of the Contractor.
3.03 REPAIR
A. Repair, at Contractor's expense, damage to existing installations due to Contractor's operations or Contractor's failure to provide proper protection. At the Government's option, damage may be repaired by the Government, and the Contractor will be back charged repair costs.
END OF SECTION
Protection of Existing Installations 01 56 10 - 2 El Vado Dam Seepage Reduction Modifications Solicitation No.
SECTION 01 56 15 PROTECTION OF EXISTING UTILITIES
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in price offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RSHS-2014 Reclamation Safety and Health Standards
B. Institute of Electrical and Electronics Engineers (IEEE) 1. IEEE C2-2017 National Electrical Safety Code (NESC)
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 56 15-1, Utility Owner Acknowledgment. 1. Copy of notification acknowledgement of overhead and underground lines.
1.04 PROJECT CONDITIONS
A. Drawings included in these specifications show existing utilities but, may not show all utilities existing at the jobsite.
B. Obtain location of buried conduit, pipe, cable, ground mat, cathodic protection system anodes, and other buried items before excavating.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 INTERFERENCE WITH OPERATION OR MAINTENANCE
A. Do not interfere with operation or maintenance service on utilities, existing on date offers are received.
Protection of Existing Utilities 01 56 15 - 1 El Vado Dam Seepage Reduction Modifications Solicitation No.
1. Provide for access to utilities in a manner satisfactory to owners, operators, and the Government.
B. Provide required temporary structures; make necessary repairs, replacements, or similar operations; and furnish indemnity or other bonds.
3.02 CLEARANCES
A. Clearances maintained by contractor: 1. Where existing overhead powerline, utility, or communication line crosses a feature of work to be constructed, the contractor will maintain clearance at the crossing site between the line and the higher of (1) original ground; or (2) final elevation of constructed work per local, state, and federal regulations. 2. Where existing buried powerline or communication line crosses a feature of work to be constructed, the contractor will maintain clearance at the crossing site between the line and the lower of (1) original ground; or (2) final elevation of constructed work per local, state, and federal regulations.
B. Additional clearances required for construction operations: The Contractor shall provide in accordance with RSHS.
C. Powerline or communication line poles or other accessories lying within a feature of the work are to be relocated by contractor.
3.03 STRINGING OF CONDUCTORS OR GROUND LINES
A. Prior to installing underground or stringing conductors or overhead ground wires which cross over energized electric powerlines: 1. Notify owners and operators of energized electric powerlines. 2. Obtain written acknowledgment from owners and operators of energized electric powerlines of notification before beginning work.
END OF SECTION
Protection of Existing Utilities 01 56 15 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 56 20 EXISTING FENCES
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
PART 2 PRODUCTS
2.01 MATERIALS
A. Salvage and reuse existing fencing materials if structurally sound and not damaged during temporary relocation for construction activities.
B. Provide replacement materials of similar type, if damaged.
PART 3 EXECUTION
3.01 FENCE REMOVAL
A. Remove existing fences where necessary for performance of the work, only when authorized by the COR.
B. Photograph fencing prior to removal.
C. Maintain fences, where designated, until work is completed, or their removal is authorized.
3.02 TEMPORARY FENCES
A. Where existing chain link fence is removed, protect openings made in existing chain link fencing to prevent unauthorized entry. 1. Provide temporary fencing or other approved means to protect openings, such that, entry through or over protection will entail no less difficulty than that provided by adjacent existing fencing. 2. Maintain temporary protection until openings are closed by permanent construction.
B. If the Contractor does not provide necessary temporary fencing or protection within a time frame as determined by COR after the need for fencing or protection arises, in
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accordance with WBR 1452.223-81 Safety & Health, the CO may cause the work to be performed and back charge the Contractor for such work.
C. Remove temporary fences and protection as a part of cleanup operations prior to final acceptance of completed work.
3.03 FENCE REBUILDING
A. Where fences are removed to accommodate construction, rebuild at original locations.
B. Construct rebuilt fencing that is structurally sound and matches, or is better than, existing fencing installation.
END OF SECTION
Existing Fences 01 56 20 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 56 32 TEMPORARY SAFETY FENCE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in price offered in Price Schedule A for other items of work.
PART 2 PRODUCTS
2.01 SAFETY FENCE
A. Fence: 1. High-density polyethylene grid. 2. Minimum height: 48-inch. 3. Color: Safety orange. 4. Recovered Material Content: a. 90 to 100 percent. 5. Postconsumer Content: a. 60 to 100 percent.
B. Posts: Steel fence posts.
PART 3 EXECUTION
3.01 INSTALLATION
A. Erect fence around work areas at location approved by the COR.
B. Areas to be protected include, but are not limited to: 1. Borrow areas 2. Contractor staging area 3. Batch plants and other hazardous equipment 4. Open excavations 5. Cultural sites. 6. Environmental sites.
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C. Space posts 10 feet, maximum, on center.
D. Secure grid to posts.
E. Erect fence vertically.
3.02 MAINTENANCE AND REMOVAL
A. Maintain fence until work in area is complete and accepted by the COR.
B. Remove fence when no longer required.
C. Dispose of removed fence in accordance with Section 01 74 10 - Cleaning and Waste Management.
END OF SECTION
Temporary Safety Fence 01 56 32 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 57 20 ENVIRONMENTAL CONTROLS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in the price offered in Price Schedule A for other items of work, except as specified. 2. Costs for damages and work stoppage are the Contractor's responsibility.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RSHS-2014 Reclamation Safety and Health Standards, including revisions posted at http://www.usbr.gov/safety/RSHS/rshs.html
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 57 20-1, Copy of Applicable Air Quality Permit: 1. Air Quality Permits are required for certain construction-related activities including, but not limited to, earthmoving, sandblasting, aggregate processing, welding, spray-coating operations, or other processes which discharge pollutants into the open air. 2. Air Quality Permits, and information concerning the requirements, are available from: New Mexico of Environmental Quality.
1.04 REGULATORY REQUIREMENTS
A. Comply with Federal, State, and local laws and regulations.
B. Comply with RSHS.
C. Conform to most stringent requirement in cases of conflict between specifications, regulatory requirements, and RSHS.
D. Contractor shall be responsible for damages resulting from dust originating from Contractor operations in accordance with clause at FAR 52.236-7, Permits and Responsibilities.
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E. The CO may stop construction activity in violation of Federal, State, or local laws and additional expenses resulting from work stoppage will be responsibility of Contractor.
1.05 DUST CONTROL
A. Provide dust control and abatement during performance of work.
B. Prevent, control, and abate dust pollution on rights-of-way provided by Government or elsewhere during performance of work.
C. Provide labor, equipment, and materials, and use efficient methods wherever and whenever required to prevent dust nuisance or damage to persons, property, or activities.
D. Provide means for eliminating atmospheric discharges of dust during mixing, handling, and storing of cement, pozzolan, and concrete aggregate.
E. Provide means for capturing discharges of dust from grinding or rust removal. a. Various locations throughout the existing steel faceplate have been tested and show evidence of lead-based paint. 1) Paint shall be captured and disposed of in accordance with 02 83 30 – Removal and Disposal of Coatings Containing Regulated Metals.
1.06 AIR POLLUTION CONTROL
A. Use reasonably available methods and devices to prevent, control, and otherwise minimize atmospheric emissions or discharges of air contaminants.
B. Do not operate equipment and vehicles that show excessive exhaust gas emissions until corrective repairs or adjustments reduce such emissions to acceptable levels.
1.07 NOISE CONTROL
A. In accordance with FAR 52.222-4 Contract Work Hours and Safety Standards, construction activities approved by COR will be allowed during hours from 7 P. M. to 7 A. M.
1.08 GROUT LEAK CONTROL
A. Provide holding tubs, lined sumps and tanks as needed to contain potential grout leakages and wasted grout materials.
B. Use reasonably available methods and devices to prevent grout leaks from entering the reservoir. Install floating turbidity curtain to separate work area and the outlet works intake structures.
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C. Cleanup and dispose of grout leaks and wasted materials in accordance with 01 74 00 – Cleaning and Waste Management.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
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SECTION 01 57 30 WATER POLLUTION CONTROL
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (Reclamation) 1. RSHS-14 Reclamation Safety and Health Standards, including revisions posted at http://www.usbr.gov/safety/RSHS/rshs.html
B. Code of Federal Regulations (CFR) 1. 40 CFR, Part 112 Oil Pollution Prevention
C. Public Law 1. Sections 311, 402, and 404 Clean Water Act (Public Law 92-500, as amended)
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 57 30-1, Water Management Plan: 1. Detailed Water Quality Management Plan for construction activities that involve less than 1 acre of land in the vicinity of any stream, flowing or dry watercourse, lake, wetland, reservoir, or underground water source. a. Name of person who will be responsible for implementing and carrying out plan. b. Relationship of methods and descriptions herein to conditions of required permits specified in article titled "Contractor Responsibilities." c. Precautions which will be taken to avoid discharge or accidental spills of pollutants into a river, stream, watercourse, or lake. d. Demonstrated compliance with State and local waste disposal, sanitary sewer, or septic regulations.
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e. Methods of handling and treating wastewater, including drawings or maps indicating locations for evaporation or settling ponds, treatment facilities, best management practices to prevent water pollution, and discharge points. 1) Provide estimates of amount of wastewater which may be handled and treated at each location. f. Methods for preventing or controlling runoff and erosion for construction sites, both during and after construction, including: 1) Access and haul roads. 2) Stockpile, borrow, and waste areas. 3) Construction plant and equipment yards. 4) All excavated surfaces. 5) Areas containing slurry ponds or water treatment facilities. 6) Buffer zones; and 7) Other impacted areas. g. Method for collecting water from grout drill hole drilling and flushing, including: 1) Location of sumps. 2) Methods to reduce turbidity before drilling and flushing water enters the reservoir. h. Information on vegetative practices, structural control, silt fences, straw dikes, sediment and operator controls, stormwater controls, and solid waste controls. Address stormwater controls for appropriate stormwater management measures including velocity dissipators. Address solid waste controls for materials and offsite tracking of sediment.
C. RSN 01 57 30-2, Spill Prevention, Control, and Countermeasure (SPCC) Plan: 1. Submit when SPCC Plan is required in accordance with 40 CFR, Part 112. a. SPCC Plan is required where release of oil and oil products could reasonably be expected to enter into or upon navigable waters of the United States or adjoining shorelines in quantities that may be harmful (40 CFR, Part 110), and aggregate on site oil storage capacity is over 1,320 gallons. Only containers with capacity of 55 gallons and greater are included in determining on site aggregate storage capacity. b. SPCC Plan which identify measures and controls to prevent grout leaks into the reservoir. 2. Reviewed and certified by a registered professional engineer in accordance with 40 CFR, Part 112, as required by section 311 of the Clean Water Act (Public Law 92-500 as amended).
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1.04 REGULATORY REQUIREMENTS
A. Construction Safety Standards: 1. Comply with sanitation and potable water requirements of section 7 of RSHS.
B. Laws, Regulations, and Permits: 1. Perform construction operations to comply, and ensure subcontractors comply, with: a. Applicable Federal, State, and local laws, orders, regulations, and Water Quality Standards concerning control and abatement of water pollution; and terms and conditions of applicable permits issued by permit issuing authority. b. If conflict occurs between Federal, State, and local laws, regulations, and requirements, the most stringent shall apply.
C. Contractor Violations: 1. If noncompliance should occur, immediately (verbally) report noncompliance to the CO. Submit specific written information within 2 days. 2. Violation of applicable Federal, State, or local laws, orders, regulations, or Water Quality Standards may result in the CO stopping site activity until compliance is ensured. 3. In accordance with FAR 52.242-14 Suspension of Work, the Contractor shall not be entitled to extension of time, claim for damage, or additional compensation by reason of such a work stoppage. 4. Corrective measures required to bring activities into compliance shall be at the Contractor's expense.
1.05 REQUIRED PERMITS
A. Wastewater Discharge Permit: 1. Permit: a. Prior to discharging wastewater, flushing water from drilling operations or other pollutants, secure a permit to discharge pollutants as required under section 402 of the Clean Water Act (Public Law 92-500 as amended). 2. Terms and Conditions: Comply with terms and conditions as stated in the permit. 3. Monitoring and Treatment: a. Provide monitoring and water treatment, if necessary, to achieve compliance with permit conditions b. Provide recordkeeping required of the section 402 permittee, as stated in the section 402 permit.
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4. Sampling: Include sampling in monitoring required of the Contractor to meet section 402 requirements, as well as required laboratory tests to determine effluent characteristics. 5. Monitoring Results: a. Provide monitoring results to the CO two weeks prior to submittal deadline to appropriate State and/or Environmental Protection Agency (EPA) Regional Administrator. b. Send copies of all information transmitted to EPA and/or the State to the CO. 6. Pollution Prevention Plan: a. The Contractor shall prepare a Pollution Prevention Plan as required by the permit. b. Comply with terms and conditions to obtain and maintain this stormwater discharge permit. 7. Monitoring and Water Treatment: a. Provide monitoring and water treatment, if necessary, to achieve compliance with applicable Water Quality Standards. b. Provide the recordkeeping required by the stormwater discharge permit associated with construction activity.
B. Dredge and Fill Permit: 1. The Bureau of Reclamation has made application for a permit to discharge dredged or fill material into waters of the United States (including wetlands) as required under section 404 of the Clean Water Act (Public Law 92-500 as amended). 2. If the Bureau of Reclamation is the section 404 dredge and fill permit holder, (permittee), Reclamation will make known the conditions of permit to the Contractor and then may transfer the permit to the Contractor.
1.06 CONTRACTOR RESPONSIBILITIES
A. Permits: 1. Any permits obtained by the Bureau of Reclamation are exceptions to the clause at FAR 52.236-7, Permits and Responsibilities, which requires the Contractor to obtain necessary licenses and permits.
B. Monitoring: 1. Conduct monitoring in order to meet the requirements of the permits which may include:
Water Pollution Control 01 57 30 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
a. Sampling, b. Site inspections, and c. Required laboratory tests to determine effluent characteristics.
C. Reporting Results: 1. The Government will report required monitoring results to appropriate agencies. The section 402 wastewater discharge permit has specific reporting requirements for the permittee for noncompliance when effluent limitations are exceeded.
D. Recordkeeping: 1. Retain records and data required by permits.
PART 2 PRODUCTS
Not Used
2.01 STRAW BALES
A. Straw bales, if used: Certified weed free.
PART 3 EXECUTION
3.01 POLLUTION CONTROLS
A. Control pollutants by use of sediment and erosion controls, wastewater and stormwater management controls, construction site management practices, and other controls including State and local control requirements.
B. Sediment and Erosion Controls: 1. Establish methods for controlling sediment and erosion which address vegetative practices, structural control, silt fences, straw dikes, sediment controls, and operator controls as appropriate. 2. Institute stormwater management measures as required, including velocity dissipators, and solid waste controls which address controls for building materials and offsite tracking of sediment. 3. Use silt fences, berms, and floating turbidity curtain to prevent grout leaks from entering the reservoir and being drawn into the outlet works features.
C. Wastewater and Stormwater Management Controls: 1. Pollution prevention measures: a. Use methods of dewatering, unwatering, excavating, or stockpiling earth and rock materials which include prevention measures to control silting
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and erosion, and which will intercept and settle any runoff of sediment- ladened waters. b. Prevent wastewater from general construction activities such as drainwater collection, aggregate processing, concrete batching, drilling, grouting, or other construction operations, from entering flowing or dry watercourses without the use of approved turbidity control methods. c. Divert stormwater runoff from upslope areas away from disturbed areas. 2. Turbidity prevention measures: a. Use methods for prevention of excess turbidity which include, but are not restricted to, intercepting ditches, settling ponds, gravel filter entrapment dikes, flocculating processes, recirculation, combinations thereof, or other approved methods that are not harmful to aquatic life. b. Wastewaters discharged into surface waters shall meet conditions of section 402, the National Pollutant Discharge Elimination System (NPDES) permit. c. Do not operate mechanized equipment in waterbodies without having first obtained a section 404 permit, and then only as necessary to construct crossings or perform the required construction.
D. Drilling and Flushing Water during Grout Hole Drilling: 1. Turbidity reduction measures: a. Use sumps and decanting methods to reduce turbidity of drill hole flushing water before entering the reservoir. b. Provide erosion protection measures to limit erosion of backfill for permanent construction. c. Install floating turbidity curtain during foundation grouting work.
E. Construction Site Management: 1. Contractor construction operations: a. Perform construction activities by methods that will prevent entrance, or accidental spillage, of solid matter, contaminants, debris, or other pollutants or wastes into streams, flowing or dry watercourses, lakes, wetlands, reservoirs, or underground water sources. 1) Pollutants and wastes include, but are not restricted to refuse, garbage, cement, sanitary waste, industrial waste, hazardous materials, radioactive substances, oil and other petroleum products, aggregate processing tailings, mineral salts, and thermal pollution. 2. Stockpiled or deposited materials: a. Do not stockpile or deposit excavated materials or other construction materials, near or on, stream banks, lake shorelines, or other watercourse
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perimeters where they can be washed away by high water or storm runoff or can in any way encroach upon the watercourse. 3. Petroleum product storage tanks management: a. Place oil or other petroleum product storage tanks at least 20 feet from streams, flowing or dry watercourses, lakes, wetlands, reservoirs, and any other water source. b. Do not use underground storage tanks. c. Construct storage area dikes at least 12 inches high or graded and sloped to permit safe containment of leaks and spills equal to storage tank capacity located in the area plus sufficient freeboard to contain the 25-year rainstorm. 1) Line diked areas with an impermeable barrier at least 50 mils thick. d. Areas for refueling operations: Lined with impermeable barrier at least 10 mils thick covered with 2 to 4 inches of soil.
END OF SECTION
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SECTION 01 57 35 OIL SPILL PREVENTION
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for items of work that require oil spill prevention measures. 2. Contractor is responsible for damages resulting from oil spills resulting from work performed under this contract.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D 2103-10 Polyethylene Film and Sheeting
1.03 REGULATORY REQUIREMENTS
A. Comply with Federal, State, and local regulations for oil-spill and control regulations.
PART 2 PRODUCTS
2.01 MATERIALS
A. Polyethylene Sheeting: ASTM D 2103. 1. Thickness: 6 mils, minimum.
PART 3 EXECUTION
3.01 ON-SITE SPILL PREVENTION
A. Contractor is responsible for spills or leaks during performance of this contract which occur as a result of or are contributed to by the actions of the Contractor’s agents, employees, or subcontractors.
B. Perform following before draining and transferring oil or removing bushing operations: 1. Place polyethylene sheeting below barrels, hoses, and connections used for draining oils.
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2. Overlap, triple-fold, and tape adjoining sheets to trap spilled oil and to not contaminate surfaces. 3. Inspect hoses and gaskets used for pumping for holes, cracks or deterioration. Inspect fittings for proper connections. Repair or replace damaged hoses, gaskets, and fittings to Government’s satisfaction. 4. Place drip pans under pumps and connections. 5. Place pumps and hoses so they are not a tripping hazard. 6. Have sorbent materials and cleanup equipment available on site. Includes but not limited to the following: a. Shovels. b. Brooms. c. Department of Transportation recovery drums. d. Rags. e. Vermiculite, minimum: 50 pounds. f. Sorbent booms and sorbent pads. g. Solvents.
C. Monitor pumping operations at all times.
3.02 SPILLS OR LEAKS
A. Stop source of spill or leak.
B. Stop migration of spill or leak.
C. Place berm of sorbent material around perimeter of spill.
D. Solidify free standing oil.
3.03 REPORTING
A. Report spills or leaks, regardless of quantity, to COR within 4 hours of their discovery.
B. Make follow-up written report to COR not later than 7 days after initial report. Include in a narrative form, as a minimum, the following: 1. Description of item spilled. Include identity, quantity, manifest number. 2. Whether or not amount spilled is EPA or State reportable. If so, when it was reported. 3. Exact time and location of spill including a description of the area involved. 4. Containment procedures initiated.
Oil Spill Prevention 01 57 35 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
5. Summary of communications with media or Government officials other than COR. 6. Description of clean-up procedures employed or to be employed at the site.
C. Disposal location and methods.
3.04 CLEANUP
A. Clean up spills or leaks to satisfaction of COR and in a manner that complies with applicable Federal, State, and local laws and regulations.
B. Pump spills not practical for solidifying into Department of Transportation drums. Label and date drums.
C. Place contaminated porous solids, such as, but not limited to; soil, asphalt, wood, and paper into Department of Transportation removable head drums. Label and date drums.
D. Decontaminate non-porous materials using a solvent, such as xylene, toluene, hexane, or kerosene. Place rags and solvents used in decontamination in Department of Transportation removable head drums. Label and date drums.
E. If spill exceeds on-site control and cleanup capabilities, hire outside subcontractor specializing in environmental cleanup to perform cleanup.
F. For cleanup operations, document extent of spill, effectiveness of cleanup operations, and point in time when the environment has been decontaminated as approved by COR.
G. Perform cleanup at no additional cost to Government.
3.05 DISPOSAL
A. Handle and dispose of spilled or leaked materials in accordance with applicable Federal, State, and local regulations.
END OF SECTION
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SECTION 01 57 50 TREE AND PLANT PROTECTION
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work, except as specified. 2. Costs for repair or treatment of injured vegetation and replacement of the removal of unauthorized trees or shrubs are the Contractor's responsibility.
1.02 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 57 50-1, Protection Plan: 1. Description of protective barriers or other methods used to protect vegetation outside the limits of disturbance from damage or injury caused by construction operations. a. Include protecting two onsite large cotton wood trees.
PART 2 PRODUCTS
2.01 REPLACEMENT TREES AND SHRUBS
A. Species: Same as removed tree or shrub or other species native to the area and approved by the COR.
B. Size: Same size as removed tree or shrub, or maximum practicable size that can be planted and sustained in the particular environment as approved by the COR.
PART 3 EXECUTION
3.01 PRESERVATION AND PROTECTION
A. Preserve natural landscape and preserve and protect existing vegetation not required or otherwise authorized to be removed. 1. Submit requests to remove vegetation not specifically required to be removed to the COR.
Tree and Plant Protection 01 57 50 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
B. Conduct operations to prevent unnecessary destruction, scarring, or defacing of natural surroundings in the vicinity of the work.
C. Move crews and equipment within the rights-of-way and over routes provided for access to the work in a manner to prevent damage to property.
D. Protect vegetation from damage or injury caused by construction operations, personnel, or equipment by the use of protective barriers or other methods approved by the COR.
E. Minimize, to the greatest extent practicable, clearings and cuts through vegetation.
F. Do not use trees for anchorages except in emergency cases or as approved by the COR. 1. For such use, wrap the trunk with a sufficient thickness of approved protective material before rope, cable, or wire is placed. 2. Submit requests to use trees for anchorage, except for emergencies. Include description of protective material.
G. Use safety ropes where tree climbing is necessary; do not use climbing spurs.
3.02 REPAIR, TREATMENT, OR REPLACEMENT
A. The Contractor is responsible for injuries to vegetation caused by Contractor operations, personnel, or equipment.
B. Employ the services of an experienced arborist or licensed tree surgeon to direct repair, treatment, and replacement of injured vegetation. Submit qualifications of experienced arborist or licensed tree surgeon to COR prior to employment.
C. Repair or treat injured vegetation without delay and as recommended by and under direction of an experienced arborist or licensed tree surgeon.
D. Remove and dispose of trees or shrubs not required or otherwise authorized to be removed that, in the opinion of the COR, are injured beyond saving.
E. Replace removed tree or shrub with tree or shrub approved by the COR. 1. Remove and replace replacement trees or shrubs that die within the 1-year period. Maintain such replacements for a period of 1 year from the date of replacement.
END OF SECTION
Tree and Plant Protection 01 57 50 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 57 90 PRESERVATION OF HISTORICAL AND ARCHAEOLOGICAL DATA
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Except as provided for an equitable adjustment, include in prices offered in the Price Schedules for other items of work.
1.02 DEFINITIONS
A. Cultural resources: Includes prehistoric, historic, architectural, and traditional cultural properties. These include, but are not limited to, human skeletal remains, archaeological artifacts, records, and material remains related to such property.
B. Cultural items: Native American cultural items (i.e., funerary objects, sacred objects, objects of cultural patrimony, or human remains) for which protection is prescribed under the Native American Graves Protection and Repatriation Act (NAGPRA) - Public Law 101-601; 104 Stat. 3042, Section 3(d); and 43 CFR Part 10.4.
C. Human remains: Physical remains of the body of a person.
D. Funerary objects: Native American items that, as part of the death rite or ceremony of a culture, are reasonably believed to have been placed intentionally at the time of death or later with or near individual human remains.
E. Native American: Of, or relating to, a tribe, people, or culture that is indigenous to the United States.
F. Sacred Objects: Native American items that are specific ceremonial objects needed by traditional Native American religious leaders for the practice of traditional Native American religions by their present-day adherents. These items are specifically limited to objects that were devoted to a traditional Native American religious ceremony or ritual and which have religious significance or function in the continued observance or renewal of such ceremony.
G. Objects of cultural patrimony: Native American items having ongoing historical, traditional, or cultural importance central to the Indian tribe itself, rather than property owned by an individual tribal member. These objects are of such central importance that they may not be alienated, appropriated, or conveyed by any individual tribal member.
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1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 57 90-1, Alternate Use Area or Borrow Area: 1. When use area or borrow area other than those approved is to be used, submit map showing location of unapproved use or borrow areas, for approval.
1.04 PROJECT CONDITIONS
A. Federal legislation provides for protection, preservation, and collection of scientific, prehistorical, historical, and archeological data, including relics and specimens, which might otherwise be lost due to alteration of terrain as a result of any Federal construction project.
B. Any person who, without permission, injures, destroys, excavates, appropriates, or removes any historical or prehistorical artifact, object of antiquity, or archeological resource on public lands of the United States is subject to arrest and penalty of law.
C. Comply with state laws when operating on non-Federal and non-Indian lands.
D. Discovery of Resources 1. When the Contractor, or any of the Contractor's employees, or parties operating or associated with the Contractor, in performance of this contract discover cultural resources on any lands: a. Immediately cease work at that location. b. Provide immediate verbal notification to the CO, giving the location and nature of the findings. c. Follow with written confirmation to the CO within 2 days. 2. In addition to notifying the CO, where the discovery occurs on tribal land: a. Provide immediate verbal notification to COR. b. Follow with written confirmation to CO within 2 days. 3. In addition to notifying the CO, where the discovery occurs on state, municipal, or private lands, notify the appropriate state officials as prescribed by state law. 4. Exercise care so as not to disturb or damage cultural resources uncovered during construction activities and provide such cooperation and assistance as may be necessary to preserve the findings for removal or other disposition by the CO. 5. Do not resume work in the area of discovery until receipt of written notice to proceed from the CO.
E. Where appropriate by reason of discovery, the CO may order delays in time of performance or changes in work, or both. When such delays or changes are ordered, an
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equitable adjustment will be made in the contract in accordance with applicable clauses of the contract.
F. When the Contractor proposes to use a location other than an approved site the location must first be approved by the CO. 1. Submit a map showing the location of proposed sites to the CO at least 45 days in advance of use. 2. Take no action to use or alter the proposed location until written approval for site use is received from the Contacting Officer.
G. Include permission for Government access in arrangements for use of private lands for use areas or borrow sources. Government access to the private land shall be to identify cultural resources and conduct appropriate inspections.
H. Insert this section in subcontracts which involve performance of work on jobsite terrain.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
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Preservation of Historical and Archeological Data 01 57 90 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 60 00 PRODUCT REQUIREMENTS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. When the Price Schedules includes a separate item for furnishing a material, include cost of furnishing, hauling, storing, and handling in the price offered in the Price Schedules for the item. 2. When the Price Schedules does not include a separate item for furnishing a material, include cost of furnishing, hauling, storing, and handling in the price offered in the Price Schedules for work for which the material is required.
1.02 DEFINITIONS
A. Essential Characteristics: As used in these specifications, the term "essential characteristics" is synonymous with the term "salient characteristics."
B. Salient Characteristics: Those qualities of an item that are essential to ensure that the intended use of the item can be satisfactorily realized.
1.03 DELIVERY, STORAGE, AND HANDLING
A. Transport and handle manufactured products in accordance with manufacturer's instructions.
B. Store and protect manufactured products in accordance with manufacturer's instructions and RSHS. Obtain instructions from the manufacturer before delivery of materials to jobsite. Maintain a copy of instructions at jobsite.
C. Protect materials from adverse effects of moisture, sunlight, ultraviolet light, or weather during storage at jobsite.
D. Remove and replace damaged items with new items.
E. Store curing compounds, sealants, adhesives, paints, coatings, sealers, joint compounds, grouts, and similar products at the temperature and environmental conditions recommended by manufacturer.
1.04 MAINTENANCE
A. Extra Materials: Contractor shall leave geomembrane lining materials for repairs.
Product Requirements 01 60 00 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1. Furnish 1,000 square feet of the geomembrane composite and 500 square feet of the 56 oz/ft2 geotextile cushion for maintenance and repairs. a. Furnished materials shall be from a complete roll width. b. Provide maintenance material identical to installed material and provide from the same manufacturer's production lot as installed material. 2. Provide “excess” materials from the geomembrane lining installation suitable for making repairs and patches. a. All other extra materials shall be disposed of in accordance with 01 74 00 – Cleaning and Waste Management. 3. Package excess materials for storage and label with complete product identification on packaging. 4. Deliver excess materials to the Government at jobsite and place in storage as directed by the COR.
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide materials required for completion of work.
B. Provide type and quality described in these specifications. Make diligent effort to procure specified materials from all available sources.
C. Furnish new materials conforming to referenced standards unless otherwise specified.
D. For materials not covered by these or referenced specifications, furnish materials of standard commercial quality.
E. If materials to be used deviate from or are not covered by recognized specifications and standards, submit, for approval, justification for and exact nature of the deviation, and complete specifications for materials proposed for use.
F. Make parts accurately to standard gauge where possible.
G. Permanently mark fasteners with a symbol identifying the manufacturer and with symbol(s) indicating grade, class, type, and other identifying marks in accordance with reference or applicable standard.
2.02 SUBSTITUTIONS
A. If materials required by these specifications become unavailable, because of Government priorities or other causes, substitute materials may be used.
Product Requirements 01 60 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
B. Obtain written approval to use substitute materials from the CO. State in the request for approval the amount of the adjustment, if any, to be made in favor of the Government.
C. The Government's determination as to whether substitution will be permitted and as to what substitute materials may be used, shall be final and conclusive.
D. If approved substitute materials are of less value to the Government or involve less cost to the Contractor than specified material, a contract adjustment will be made in favor of the Government. 1. Where the amount involved or the importance of substitution warrants, a deductive modification to the contract will be issued.
E. No payments in excess of prices offered in the Price Schedule will be made because of substitution of one material for another or because of use of one alternate material in place of another.
2.03 WORKMANSHIP
A. Accurately manufacture and fabricate materials in accordance with best modern practice and requirements of these specifications, notwithstanding minor errors or omissions therein.
2.04 GOVERNMENT CONTRACT SOURCE QUALITY ASSURANCE
A. Materials will be subject to inspection in accordance with clause at FAR 52.246-2 “Inspection of Supplies – Fixed Price” at following locations, as determined by the CO: 1. At jobsite.
B. To allow sufficient time to provide for inspection, submit at time of issuance, copies of purchase orders, including drawings and other pertinent information, covering material on which inspection will be made as advised by the CO, or submit other evidence if such purchase orders are issued verbally or by letter.
C. Inspection of materials at locations specified above or waiving of inspection shall not be construed as being conclusive as to whether materials and equipment conform to contract requirements under the clause at FAR 52.246-2 “Inspection of Supplies – Fixed Price” nor shall the Contractor be relieved thereby of the responsibility for furnishing materials meeting the requirements of these specifications.
D. Acceptance of materials will be made only at the jobsite.
Product Requirements 01 60 00 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install products in accordance with manufacturer’s recommendations unless otherwise specified.
3.02 GOVERNMENT CONTRACT FIELD QUALITY ASSURANCE
A. Final inspection and acceptance of materials will be made only at the jobsite after installation and testing.
END OF SECTION
Product Requirements 01 60 00 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 71 20 SURVEYING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in the Price Schedules for other items of work.
1.02 DEFINITIONS
A. GPS: Global Positioning System
B. GNSS: Global Navigation Satellite Systems
C. TPS: Terrestrial Positioning Systems (i.e. total stations and automatic levels)
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 71 20-1, Surveying Plan: 1. Describe work layout and survey methods. 2. Surveying schedule. 3. Example of field records format on electronic data collection devices. 4. Plan for quantity surveys for bid schedule items requiring field measurement (sequence and schedule).
C. RSN 01 71 20-2, Resumes: 1. Professional Land Surveyor responsible for supervising and directing survey work. 2. Construction surveyor.
D. RSN 01 71 20-3, Accuracy Check Results: 1. Accuracy check of Government-established survey benchmarks.
E. RSN 01 71 20-4, Completed and Reduced Survey Notes: 1. Copy of completed and reduced survey notes (electronic or paper) for a survey or portion of survey. Include ASCII coordinate files.
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2. Field records on electronic data collection devices: Include electronic files and paper copies of notes.
F. RSN 01 71 20-5, Quantity Survey Notes and Computations: 1. Itemized statement for work covered by notes and computations. a. Electronic files that support calculations (i.e. dwg, ASCII, dems, landXML). 2. When progress payment invoice includes unit priced pay item that surveys required for computing quantities, this submittal is part of documentation required for a proper invoice for progress payments in accordance paragraph (a)(2)(xi) of the clause at FAR 52.232-27 - Prompt Payment for Construction Contracts. See Section G Special Payment Instructions of the contract.
1.04 SURVEY BENCHMARKS
A. The Government has established survey benchmarks to be used for establishing work lines and grades.
B. Survey benchmarks consist of brass cap markers and the horizontal and vertical locations are shown on drawings.
C. Survey data is based on the following datums (reference frames): 1. Horizontal: State Plane NAD 83, New Mexico, Central, US ft. 2. Vertical: Local Datum = NAVD 88 minus 12.0 US ft.
D. Check and verify survey benchmarks and resolve discrepancies with Government before beginning work.
E. Preserve and maintain survey benchmarks until otherwise authorized. Government may reestablish damaged or destroyed survey benchmarks and back charge reestablishment cost to the Contractor.
1.05 QUALIFICATIONS
A. Responsible Surveyor: 1. Professional Land Surveyor. 2. Registered in New Mexico 3. When GPS/GNSS is utilized, shall have working knowledge of geodesy, GNSS/GPS capabilities.
B. Construction Surveyors: 1. Under supervision and direction of Professional Land Surveyor.
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2. Minimum 2 years’ experience in charge of construction surveys for construction projects similar in nature to that required by this contract. 3. In charge of construction surveys for at least 2 projects similar in nature to that required by this contract.
PART 2 PRODUCTS
2.01 SURVEYING MATERIALS AND EQUIPMENT
A. Provide materials required for surveying work, including, but not limited to, stakes, spikes, steel pins, templates, platforms, and tools. 1. Except as required to be incorporated in work or left in place, surveying materials remain property of Contractor.
B. Instruments: 1. GNSS/GPS: Dual or multi-frequency survey grade receivers using accepted standards of practice. 2. TPS: Check total station level calibration, vertical index and horizontal collimation monthly, as recommended by instrument manufacturer. Include pre- measurement checks in surveyor reports. 3. Check and adjust optical plummets, tribrachs, tripods, and leveling bubbles monthly and after harsh treatment or long-term storage. For barometers and thermometers, check regularly for accuracy.
PART 3 EXECUTION
3.01 LAYOUT OF WORK SURVEYS
A. Establish lines and grades for work layout from Government-established control points.
B. Establish measurements required for work execution to specified tolerances.
C. Provide stakes, markers, and other survey controls necessary to control, check, and guide construction. Place and mark controls so COR can monitor progress without the use of survey equipment.
3.02 QUANTITY SURVEYS
A. Perform surveys and computations to determine quantities of work performed or placed during each progress payment period.
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B. Perform surveys necessary for the Government to determine final quantities of work in place. Final payment quantities will be based on the Government's original terrain data and submitted survey notes and computations.
C. Perform quantity surveys in presence of authorized Government representative, unless specifically waived. Notify the Government at least 24 hours before performing a quantity survey.
D. Use Government provided AutoCAD Civil 3D 2018 drawing template (DWT), Figure Prefix Database, Linework Code Set to import survey points file and to import survey data and generate 3D surfaces. Naming utilities for original ground and final ground surfaces include project year, project I.D., abbreviated project name, OG (Original Ground), FG (Final Ground) (e.g., xx-xxx NDM OG_01 or xx-xxx NDM FG_01). 1. Use Government provided codes and special codes from Figure Prefix Database Manager and Linework Code Set when collecting topographic data points and importing survey data into drawing file. Refer to Government provided Linework Code Set for Special Codes, Line Segment Codes and Curve Segment Codes. 2. Survey data points (Numeric Point ID, Northing, Easting, Elevation, and Description) shall be provided to the Government as a comma delimited ASCII text format only (csv). When importing survey point data (project coordinates only) into AutoCAD Civil 3D 2018 Survey Data Base (SDB), the point file format shall be PNEZD (comma delimited). See surveyor’s report as shown on drawings for geodesy details. 3. Geo-reference drawing file in accordance with Government furnished geodesy. 4. Include in each drawing all metadata (i.e. surveyors report) including but not limited to, control points table associated with specific surveying event, survey methodology, equipment, datums, units, control points used, check shot Northing, Easting and Elevation differences, geodesy, and post processing survey software and version. 5. Control point table in AutoCAD Civil 3D 2013 survey drawing shall display point number, project coordinates, orthometric heights (elevations), and description or point name. Northings, Eastings and orthometric heights shall be shown to the nearest 0.1 ft. Use point table style “Survey Control Points” provided by Government when inserting survey control table in survey drawing files.
3.03 SURVEY REQUIREMENTS
A. Slope Staking: Each 50 feet on tangent and each 25 feet on curves, stake every 10 feet in elevation on slopes.
B. Structures: Stake out of structures and checkouts before and during construction.
C. Roads: Blue tops each 50 feet on tangent and each 25 feet on curves.
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1. When using GPS/GNSS/Real Time Kinematics (RTK) or TPS, input roadway design templates, horizontal and vertical alignments, and superelevation rate data or a Digital Terrain Model (DTM) surface in Data Controller before proceeding with construction staking work.
D. Steel Faceplate Repairs: Provide dam axis alignment stationing, horizontal offset, and elevation to the nearest 0.1 ft.
E. Foundation grout holes: Provide existing concrete plinth alignment stationing, horizontal offset, and elevation to the nearest 0.1 ft.
F. Quantity surveys: Original, final, and intermediate Digital Terrain Models (DTMs) for structure sites and other locations as required for quantity surveys. Volumetric quantities shall be determined by preliminary (before) and final (as-constructed) DTM. 1. Borrow areas: Before and after removal of materials, but before final shaping. 2. Excavations: Before and after removal of materials. 3. Placement of fill materials for permanent construction: Before and after placement of materials. 4. Processed stockpiles materials: Make survey of each stockpile from required processing at each borrow location. 5. Geomembrane: Make surveys of the limits of each geomembrane lining material permanently installed. Measure each geosynthetic material to the nearest square yard. a. Make survey readings at 25-foot intervals around the perimeter of the geomembrane installation and record horizontal location and elevation to the nearest 0.1 ft. 6. Geomembrane mechanical attachments: Survey the location and record the linear length of each mechanical attachment type, including but not limited to; perimeter seals on steel faceplate and concrete features, intermediate batten strips, and intermediate tensioning profiles. 7. Roadway repairs: Provide northing/easting location, plan dimensions, and volume of removed asphalt, subgrade materials, and placed base course, and asphalt pavement materials
G. Set additional stakes as required by COR.
H. As-builts: As required for structures and other features of work.
3.04 ACCURACY
A. Degree of Accuracy: 1. Structure Points: Within 0.05 foot, except where installation or operation considerations require tighter tolerances.
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2. Blue Tops: a. Subgrades and gravel surfaced roads: Within 0.1 foot. b. Pavements: Within 0.01 foot. 3. DTMs and slope stakes: Within 0.10 foot, horizontally and vertically. 4. Horizontal Control Surveys: Precision shall be dictated by expected use of control point utilizing accepted standards of practice. 5. Vertical Control Surveys: Close within 0.05 foot times the square root of the circuit length in miles.
B. Beginning and ending of each survey shall include check measurement on known survey point(s).
3.05 FIELD RECORDS
A. Record field notes, computations, and other surveying data on electronic data collection devices or in fieldbooks. Field records shall be complete and accurate record of survey.
B. Record survey data in accordance with recognized professional surveying standards. 1. Notes or data not in accordance with standard formats will be rejected. 2. Electronic files of notes on electronic data collection devices: In approved format. 3. Fieldbooks: a. Illegible notes or data or erasures in a fieldbook will be sufficient cause for rejection of part or all of fieldbook. b. Corrections by ruling or lining out errors will be permitted. c. Copied notes or data will not be permitted. d. Rejection of part or all of a fieldbook may necessitate resurveying.
C. Field notes shall include as a minimum: 1. Daily title page. 2. Date of survey. 3. Names and duties of survey crew members. 4. Pertinent atmospheric conditions, such as temperature, pressure and ppm settings. 5. Explanatory notes about conditions(s) that might affect accuracy or result of survey. 6. Instrument data: a. Instrument model(s), including GPS antenna type(s), offsets, measurement to ARP (Antenna Reference Point), atmospheric conditions entered,
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curvature and refraction constant, sea level correction, scale factor, prism model and offset. b. Care and adjustment of instruments including pegging the leveling instrument, level rod length checks, use of rod levels, collimation of total stations, prism model and offsets, and other pertinent information. 7. Survey location. 8. Diagrams or sketches. 9. Pertinent record information and references. 10. Original “raw” data values (without mathematical manipulations and without corrections for errors) of distance, angle, and elevations. 11. Monuments found or set; with complete descriptions (e.g., found 5/8-inch rebar with 1 ½-inch plastic yellow cap, including markings), and description of stampings. 12. Consecutively number pages in upper right-hand corner.
END OF SECTION
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Surveying 01 71 20 - 8 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 01 74 00 CLEANING AND WASTE MANAGEMENT
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in the Price Schedules for other items of work except as specified. 2. Cost of environmental site assessments are the Contractor’s responsibility.
1.02 DEFINITIONS
A. Hazardous waste: Defined as hazardous by 40 CFR 261.3; or by other Federal, State, or local laws or regulations.
1.03 REFERENCE STANDARDS
A. Bureau of Reclamation (USBR) 1. RSHS-2014 Reclamation Safety and Health Standards, including revisions posted at http://www.usbr.gov/safety/RSHS/rshs.html
B. Code of Federal Regulations (CFR) 1. 40 CFR 261.3 Definition of Hazardous Waste 2. 49 CFR 171-179 Transportation - Hazardous Waste Regulations
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 74 00-1, Waste Production and Disposal Plan: 1. For each type of waste, list estimated quantity and planned disposal location.
C. RSN 01 74 00-2, Waste Production and Disposal Records. 1. For each type of waste, list quantity and disposal location. 2. Include certifications that waste was properly disposed. 3. Hazardous wastes manifests.
D. RSN 01 74 00-3, Environmental Consultant Resume:
Cleaning and Waste Management 01 74 00 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1. Describe experience on similar project.
E. RSN 01 74 00-4, Environmental Site Assessment.
1.05 QUALIFICATIONS
A. Environmental consultant: Minimum 2 years of experience in conducting environmental site assessments for similar construction.
1.06 REGULATORY REQUIREMENTS
A. Comply with Federal, State, and local laws and regulations.
B. Comply with RSHS.
C. Conform to most stringent requirement in cases of conflict between specifications, regulatory requirements, and RSHS.
1.07 PROJECT CONDITIONS
A. Existing steel faceplate is known to have coatings containing lead and other hazardous materials. 1. The existing coatings are only to be removed within 3 inches of areas requiring metal work for faceplate repairs and for the geomembrane lining attachments. 2. See Section 02 83 30 – Removal and Disposal of Coatings Containing Regulated Metals for additional coatings removal and containment requirements.
B. Prevent grout from entering the reservoir during backfill and foundation grouting activities. During the backfill grouting and foundation grouting activities there is the potential for grout leaks and excess wasted grout materials. Reasonable preventative measures shall be used to prevent leakage of the grout materials into the reservoir. 1. Use waste tubs, lined sumps or tanks to contain excess grout. 2. Install silt fencing, sumps and floating turbidity curtains to capture grout in the event of a hose leak or leak from behind the steel faceplate. 3. Once grout has set, dispose of in accordance with the requirements in this section.
C. Report waste materials discovered at jobsite to COR. 1. Cease work in areas where waste may be hazardous until waste materials are investigated by the Government. 2. If waste is hazardous, the CO may order delays in time of performance or changes in work, or both. 3. If such delays or changes are ordered, an equitable adjustment will be made in the contract in accordance with applicable clauses of the contract.
Cleaning and Waste Management 01 74 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 PROGRESS CLEANING
A. Keep work and storage areas free from accumulations of waste materials and rubbish.
3.02 FINAL CLEANUP
A. Remove temporary plant facilities, buildings, concrete footings and slabs, rubbish, unused materials, concrete forms, and other similar materials which are not part of permanent work.
B. Clean equipment and fixtures to a sanitary condition.
C. Clean debris from roofs, gutters, downspouts and drainage systems.
D. Sweep paved areas and rake clean landscaped areas.
3.03 DISPOSAL
A. Nonhazardous waste materials: 1. Reuse at jobsite or reuse or recycle waste materials removed from jobsite whenever possible. 2. Dispose of materials not reused at jobsite by removal from jobsite. 3. Dispose of nonhazardous waste materials that are not reused or recycled at appropriately permitted disposal facilities. 4. Combustible waste materials: Dispose by removal from jobsite 5. Noncombustible waste: Dispose by removal from jobsite. 6. Excess mixed grouting materials: Dispose by removal from jobsite. a. Allow excess grouting materials not placed for permanent construction or from equipment cleaning operations to set in sumps or other containers in locations approved by the COR. 7. Disposal by Removal: a. Reuse or recycle waste materials whenever possible. b. Dispose of nonhazardous waste materials that are not reused or recycled at appropriately permitted disposal facilities. 8. Do not burn waste materials.
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9. Do not bury waste materials.
B. Hazardous Waste Disposal: 1. Dispose by removal from jobsite. 2. Dispose of hazardous waste materials that are not recycled at appropriately permitted treatment or disposal facilities. 3. Transport hazardous waste in accordance with 49 CFR 171-179. 4. See additional requirements for hazardous coatings removal and disposal in Section 02 83 30 – Removal and Disposal of Coatings Containing Hazardous Materials.
C. Certification: Certify that wastes are disposed of in accordance with Federal, State, and local regulations.
3.04 SITE ASSESSMENT
A. Upon completion of work, perform site assessment at following areas for work done under these specifications: 1. Hazardous waste accumulation areas. 2. Petroleum dispensing and storage areas where aggregate storage of petroleum at jobsite was over 110 gallons. 3. Hazardous material storage areas.
B. Employ qualified environmental consultant to perform assessments.
C. Demonstrate and document by appropriate analytical sampling that site contamination is less than State action cleanup levels.
3.05 RECORDS
A. Keep records of types and amounts of waste materials produced.
B. Keep records of waste material disposal.
END OF SECTION
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SECTION 01 78 30 PROJECT RECORD DOCUMENTS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in price offered in Price Schedule A for other items of work.
1.02 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 01 78 30-1, Progress As-built Drawings: 1. As-built drawings for a particular structure or work. 2. Copies of As-built drawings maintained on site. Colored copies are not required. 3. List of electrical circuits made spare by the demolition.
C. RSN 01 78 30-2, Final As-built Drawings: 1. Certified marked sets.
D. RSN 01 78 30-3, As-built Record of Materials: 1. Record of materials used to complete a structure or work.
E. RSN 01 78 30-4, Extra Materials: 1. List of extra materials.
F. RSN 01 78 30-5, Warranties
1.03 RECORD DRAWINGS
A. Maintain 2 sets of full-size prints of contract drawings marked to show accurate and complete records of as-built conditions. Keep drawings at the jobsite and mark as work progresses. 1. Mark and dimension to show variations between actual construction and that indicated or specified in contract documents. a. Include buried or concealed construction and utilities. b. Include existing items, topographic features, and utility lines revealed during construction which differ from those shown on contract drawings.
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2. Mark to define construction actually provided where choice of materials or methods is permitted in specifications, or where variations in scope or character of work from that of the original contract are authorized.
B. Use standard drafting practice to represent changes and include supplementary notes, legends, and details necessary to clearly portray as-built construction.
C. Mark as-built drawings in the following colors: 1. Red - Additions to original drawings. 2. Green - Deletions to original drawings. 3. Blue - Notations necessary for explanation of as-built markings.
D. Allow the Government to review the drawings at all times.
E. Upon completion of work, sign marked prints as certified correct. 1. Sign and date each drawing as certified correct. Do not include or certify Information Only drawings. 2. If no revisions were necessary to illustrate as-built conditions, mark the drawing with “No Changes.”
1.04 AS-BUILT RECORD OF MATERIALS
A. Where several manufacturers' brands, types, or classes of items have been used in the project, designate specific areas where each item was used. Key designations to the areas and spaces depicted on contract drawings.
B. Provide record of materials used in the following format:
As-Built Record of Materials Specification Materials Manufacturer Materials Used Where Used Section Designation (manufacturer's designation)
1.05 EXTRA MATERIALS
A. List extra materials provided in accordance with the specifications and Section 01 60 00 – Product Requirements.
B. Provide the list in the following format:
Project Record Documents 01 78 30 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
List of Extra Materials Specification Material Material Manufacturer Extra Material Section Designation Item
1.06 WARRANTIES
A. Provide warranties in accordance with the clause at FAR 52.246-21 "Warranty of Construction" the specifications, and this section.
B. Warranty of Construction 1. Submit data concerning warranty of construction, required by the clause at FAR 52.246-21 "Warranty of Construction" including the warranty period (dates), and warranty contacts with names, addresses, and telephone numbers. Also, post this data, at a location as directed by the CO.
C. Other Warranties 1. For other warranties, including those warranties for equipment specified by the CO on a brand name and model basis, provide the following: 2. Warranty List a. Bound and indexed notebook containing written warranties obtained, required, or furnished under the contract. Prepare complete list of warranted products, equipment, materials, processes, and other warranted items. Fully execute and deliver this list to the CO prior to final acceptance of contract work. Provide the list in the following format:
WARRANTY LIST Specification Warranted Item Warranty Period Point of Contact Section Dates
3. Equipment Warranty Tags a. At installation, tag each warranted item with a durable, oil- and water-resistant tag approved by the COR. 1) Attach tag with copper wire and spray with a clear silicone waterproof coating.
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2) Leave date of acceptance and inspector's signature blank until project is accepted. 3) Provide tags showing the following information:
WARRANTY TAG Type of Item Warranty Period [Period] or [Form ___ To ____] Contract No. Inspector's Signature Date Accepted Construction Contractor Name Address Telephone Warranty Contact Name Address Telephone
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION
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SECTION 02 21 30 SURVEY BENCHMARKS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in price offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. National Geodetic Survey (NGS) 1. NGS Standard Standards and Specifications for Geodetic Control Networks, 1984. edition (available online at: http://www.ngs.noaa.gov/FGCS/tech_pub/1984- stds-specs-geodetic-control-networks.htm)
1.03 SURVEY
A. Existing benchmark locations in the vicinity of the work are shown on the drawings. Survey shall be third order survey as defined in NGS Standard.
END OF SECTION
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SECTION 02 83 30 REMOVAL AND DISPOSAL OF COATINGS CONTAINING REGULATED METALS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Coatings Removal: 1. Measurement: a. Square feet of coating removed for top seal as determined by COR and cleaned to SSPC SP-3. b. Square feet of coating removed for the profiles as determined by COR and cleaned to SSPC SP-11 Payment: Unit prices offered in the Price Schedule.
B. Coatings Testing: 1. Measurement: Each test provided. 2. Payment: Unit prices offered in the Price Schedule.
C. Hazardous Coatings Disposal: 1. Measurement: Pounds of coatings disposed of for each type of waste. 2. Payment: Unit prices offered in the Price Schedule.
1.02 DEFINITIONS
A. Handling: Includes containment, collection, storage, and transportation.
B. NELAP: National Environmental Laboratory Accreditation Program.
C. TSDF: Transportation, Storage, and Disposal Facility.
1.03 REFERENCE STANDARDS
A. Code of Federal Regulations (CFR) 1. 40 CFR Chapter I, Subchapter I Solid Wastes 2. 49 CFR Chapter I, Subchapter C Hazardous Materials Regulations
B. Environmental Protection Agency
1. SW-846 Hazardous Waste Test Methods
C. State of New Mexico, New Mexico Administrative Code
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1. 20.4.1 NMAC Hazardous Waste Management Regulations
B. Society for Protective Coatings (SSPC) 1. SSPC Guide 6-15 Containing Surface Preparation Debris Generated During Paint Removal Operations 2. SSPC QP2-13 Evaluating the Qualifications of Painting Contractors (Field Removal of Hazardous Coatings from Complex Structures)
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 02 83 30-1, Qualifications: 1. Coatings Removal Contractor: See "Qualifications". 2. Independent Testing Laboratory: a. Approved RSN 02 80 10-1 under NELAP. b. NLLAP number including name, contact person, telephone number, and address. 3. TSDF: a. See "Qualifications". b. RCRA Site Identification number. c. Name, contact person, telephone number, and address. 4. Transporter: a. See "Qualifications". b. RCRA Site Identification number. c. Name, contact person, telephone number, and address.
C. RSN 02 83 30-2, Coating Removal and Abatement Plan: 1. See "Coatings Removal Contractor's Responsibilities".
D. RSN 02 83 30-3, Waste Characterization and Disposal Plan: 1. Sampling, testing, characterization of waste: a. Characterize solid waste debris generated from removal operations in accordance with SW-846. 2. Handling and disposing of project-generated waste in accordance 40 CFR Chapter I, Subchapter I and 20.4.1 NMAC.
E. RSN 02 83 30-4, Waste Characterization Report. 1. Results from waste characterization, include:
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a. Description of waste generation and representative sampling. b. Analytical laboratory report.
F. RSN 02 83 30-5, Certificate of Disposal: 1. Certification hazardous materials have been treated and disposed of. 2. Manifest signed by TSDF.
1.05 QUALIFICATIONS
A. Coatings Removal Contractor: Current SSPC QP2 certification or EPA equivalent under the Renovate Right Program.
B. Independent Testing Laboratory: 1. Accredited under NELAP.
C. TSDF: 1. The TSDF must be licensed for the waste to be disposed of. In the case of hazardous materials, the TSDF must be approved for hazardous material disposal by EPA, state where disposing of waste, and local regulatory agencies. 2. Meets requirements of 40 CFR Chapter I, Subchapter I.
D. Transporter: 1. Approved for RCRA transport in accordance with: a. 40 CFR Chapter I, Subchapter I. b. 49 CFR Chapter I, Subchapter C. c. 20.4.1 NMAC.
1.06 SAFETY AND HEALTH REGULATIONS
A. See Section 01 30 35 – Safety and Health.
1.07 PROJECT CONDITIONS
A. Coatings on the existing steel faceplate contain hazardous materials. See Section 51 02 83 - Analytical Results. Most of the coatings have been removed by corrosion and reservoir wave action. A majority of the coatings remain above the ordinary high water mark and at the upstream toe where the steel faceplate is covered with soil.
B. Generated dust from coatings removal may be hazardous.
C. The Contractor will be responsible for proper waste management in accordance with 40 CFR Chapter I, Subchapter I.
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D. Site EPA Identification number will be provided to Contractor after award by facility owner.
1.08 COATINGS REMOVAL CONTRACTOR’S RESPONSIBILITIES
A. Design Coating Removal and Containment System to prevent releases during disturbance and removal in accordance with SSPC Guide 6. Include: 1. Describe coating methods, materials and equipment that will be utilized for the required metal work. List all solvents and tools that will be used to remove the coatings from the existing steel faceplate. 2. If using torch or plasma arc for metal cutting or welding, coatings must be removed within 9 inches off-center (18 inches overall width) in work areas for existing steel faceplate repair and affixing the geomembrane mechanical attachments to the existing steel faceplate. a. A 1200-degree heat crayon will be used to mark the outer edges of the work area to demonstrate that coatings are not being vaporized above unsafe levels. b. Melting of the crayon line will dictate that the removal width be increased accordingly. 3. Describe containment methods, dust collection equipment, decontamination stations and temporary waste storage containers and onsite facility. 4. Performance criteria for removal and containment. 5. Reportable release monitoring, notification and remediation.
B. Before transporting hazardous waste, obtain notice from owner or operator of TSDF that facility: 1. Has required permits. 2. Will accept waste to be shipped under this Contract, in accordance with 20.4.1 NMAC and 40 CFR Chapter I, Subchapter I.
C. Prepare manifest in accordance with: 1. 20.4.1 NMAC, 2. 40 CFR Chapter I, Subchapter I, 3. 49 CFR Chapter I, Subchapter C.
D. Obtain required transportation permits.
E. Obtain Certificate of Disposal from TSDF when hazardous waste has been treated and disposed of.
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PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 COATINGS REMOVAL AND CONTAINMENT
A. Remove and contain coatings on the existing steel faceplate where required in accordance with the approved Coating Removal and Abatement Plan.
3.02 WASTE CHARACTERIZATION, HANDLING AND DISPOSAL
A. Characterize solid waste debris generated from removal operations in accordance with approved Waste Characterization and Disposal Plan. Presume waste is hazardous until characterized.
B. RCRA defined Hazardous Waste: 1. Comply with 40 CFR Chapter I, Subchapter I and 20.4.1 NMAC. 2. Do not co-mix different types of hazardous and non-hazardous waste materials. 3. Store coating debris in EPA approved weatherproof, watertight steel containers. 4. Dispose of waste at approved TSDF.
C. Non-hazardous Waste: 1. Store in closed containers separate from hazardous waste storage areas. 2. Dispose of waste in accordance with Federal, New Mexico, and local regulations. 3. Comply with Section 01 74 00 - Cleaning and Waste Management.
D. Transport hazardous waste materials in accordance with 49 CFR Chapter I and 20.4.1 NMAC.
3.03 REPORTABLE RELEASES
A. Notify applicable agencies and COR. Follow approved Coatings Removal and Abatement Plan.
END OF SECTION
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SECTION 03 11 10 CONCRETE FORMING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include cost of furnishing and constructing forms in applicable prices offered in Price Schedule A for concrete items for which forms are required.
1.02 REFERENCE STANDARDS
A. American Concrete Institute 1. ACI 318-14 Building Code Requirements for Structural Concrete and Commentary
B. APA – The Engineered Wood Association (APA) 1. APA PS 1-09 Structural Plywood
C. Bureau of Reclamation (USBR) 1. RSHS-2014 Reclamation Safety and Health Standards, including revisions posted at http://www.usbr.gov/ssle/safety/RSHS/rshs. html
D. Western Wood Products Association (WWPA) 1. WWPA WLGR-2011 Western Lumber Grading Rules 2011
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 FORM MATERIALS
A. Sheathing or Lining: Conform to Table 03 11 10A - Form Sheathing or Lining Materials or provide other materials which will produce equivalent results.
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Table 03 11 10A - Form Sheathing or Lining Materials Finish Wood sheathing or lining Steel sheathing or lining F1 Any grade common board or Steel sheathing permitted plywood Steel lining permitted F2 No. 2 common or better, Steel sheathing permitted shiplap, or plywood Steel lining permitted if approved
B. Steel sheathing is steel sheets not supported by wood backing. Steel lining is thin sheets supported by wood backing.
C. Wood Sheathing or Lining: Softwood or plywood of such kind and quality and treated or coated so that deterioration or discoloration of formed concrete surfaces due to chemical action, contamination, or uneven absorption of water from concrete is prevented.
D. Plywood: APA PS 1, Exterior, Grade B-B Concrete Form, Class I, mill oiled and edge sealed.
E. Softwood Lumber: 1. Meet requirements of WWPA WLGR for dressed lumber or worked lumber of specified grade. 2. Use common boards surfaced on both edges (S2E) in accordance with WWPA WLGR. 3. Use 6- or 8-inch wide lumber for shiplap forms. 4. Use same lumber width in forms for F2 finishes.
F. F3 Finish Forms: Use material with basic modular size of 4- by 8- feet.
3.02 INSTALLATION
A. Construct forms to confine and shape concrete to required lines so that completed work meets specified structural deviations, surface tolerances, and finish requirements.
B. Construct forms with sufficient strength to withstand pressure from placing and vibrating concrete. Maintain in proper position.
C. Adjust formwork design and concrete placing rate to compensate for hydraulic pressures exerted on forms by concrete with high fluidity.
D. Where form vibrators are to be used, construct forms with sufficient rigidity to effectively transmit energy from form vibrators to concrete without damaging formwork or altering form position.
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E. Seal surfaces and joints of forms to prevent absorption of water into forms or loss of mortar from concrete.
F. Place chamfer strips in corners of forms and at tops of wall placements to bevel edges of permanently exposed concrete surfaces. 1. Do not bevel interior angles of intersecting concrete surfaces and edges of construction joints except as indicated on drawings.
G. Install sufficient plumb and string lines to monitor formwork positions before concrete placement. 1. Monitor plumb and string lines during concrete placement and correct deficiencies in formwork.
H. F2 Finish: 1. Use one type of form sheathing or lining material for exposed F2 surfaces. 2. Construct forms to produce a uniform and consistent texture and pattern on face of concrete. Metal patches on forms are not permitted. 3. Place form sheathing or lining so that horizontal form marks are continuous across entire surface. 4. For forms constructed of plywood form lining or shiplap panels, make vertical form marks continuous for entire height of surface. 5. For forms constructed of shiplap, which is not paneled, cut boards square, stagger vertical joints in boards, and place vertical joints at studs.
I. Form Ties and Anchors: 1. Embed ties for holding forms. 2. Terminate ties not less than 2 diameters or twice minimum dimension of tie, whichever is greater, from formed surface of concrete, except where F1 finish is permitted. 3. Install ties so ends or end fasteners can be removed without causing spalling at face of concrete. 4. Provide form anchors as required to ensure that concrete surfaces will meet specified tolerances. a. Replace form anchors embedded in concrete which are loosened before placement of adjoining concrete with other supports firmly embedded in hardened concrete.
J. Cleaning and Oiling Forms: 1. Clean form surfaces of encrustations of mortar, grout, or other foreign material.
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2. Coat form surfaces with a form oil which will prevent sticking and will not soften or stain concrete surfaces or cause concrete surface to become chalky or dust producing.
3.03 REMOVAL
A. Remove forms within 24 hours after concrete has gained sufficient strength to prevent damage by form removal. 1. Nonsupporting forms such as sides of beams, walls, columns, and similar items: Remove after cumulatively curing at not less than 50 degrees F for 24 hours from time of concrete placement when: a. Concrete is sufficiently hard so as not to sustain damage by form removal operations. b. Curing protection is maintained. 2. Forms on upper sloping faces of concrete: Remove as soon as concrete has attained sufficient stiffness to prevent sagging. 3. Wood forms for wall openings: Loosen as soon as loosening can be accomplished without damage to concrete to prevent excessive stress in concrete from swelling of forms. Construct forms for openings to facilitate loosening.
B. Do not remove forms until concrete strength is such that form removal will not result in perceptible cracking, spalling, or breaking of edges or surfaces, or other damage to concrete.
C. Remove forms in a manner which prevents damage to concrete.
D. Repair damaged concrete in accordance with Section 03 30 00 - Cast-in-Place Concrete.
E. Begin required repair and curing immediately after form removal.
END OF SECTION
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SECTION 03 15 12 PVC WATERSTOP
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include the cost in Concrete for Grout Cap in Price Schedule A.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D638-10 Tensile Properties of Plastics 2. ASTM D746-13 Brittleness Temperature of Plastics and Elastomers by Impact 3. ASTM D747-10 Apparent Bending Modulus of Plastics by Means of a Cantilever Beam 4. ASTM D1203-10 Volatile Loss from Plastics Using Activated Carbon Methods
B. United States Army Corps of Engineers (COE) 1. COE CRD-C-572-74 Polyvinylchloride Waterstop
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 15 12-1, Approval Data and Instructions: 1. Manufacturer’s product data. 2. Manufacturer’s recommendations for storing materials and splicing waterstops.
C. RSN 03 15 12-2, Sample Shipping Confirmation and Purchase Orders: 1. Provide COR confirmation letter than sample has been shipped with tracking information. 2. Copies of purchase orders for waterstops.
D. RSN 03 15 12-3, Samples: 1. Two-foot-long samples of each size and type of waterstop to be used. 2. Certification that samples are representative of waterstop to be used.
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3. Sample shall show manufacturer’s standard imprinted identification and batch number. 4. Ship samples to:
Bureau of Reclamation Attn: 86-68540 Building 56, Denver Federal Center 6th Avenue West and Kipling Street P.O. Box 25007 Denver, CO 80225-0007
E. RSN 03 15 14-4, Certification: 1. Manufacturer’s certification that waterstop meets properties in Table 03 15 12A – PVC Waterstop Physical Characteristics. a. Tests shall be performed by manufacturer or other laboratory no more than 18 months before submittal. b. Include batch numbers. 2. RSN 03 15 12-5, Drawings: a. Details of waterstops, including dimensions, shapes, and details of intersections, and changes of direction.
1.04 QUALIFICATIONS
A. Demonstrate to COR that workmen are sufficiently skilled to install water stops.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Store waterstop to protect from oil, dirt, and sunlight.
PART 2 PRODUCTS
2.01 PVC WATERSTOPS
A. PVC Compound: 1. Domestic virgin PVC with additional resins, plasticizers, stabilizers, or other materials required to meet specified requirements. 2. Do not use reclaimed PVC or manufacturer's scrap.
B. Waterstop indicated in drawings and specifications for construction joints shall be Earth Shield Polyvinyl Chloride (PVC) Waterstop MODEL PVC-940A as manufactured by JP Specialties Inc., 25811 Jefferson Avenue, Murrieta CA 92562, or equivalent.
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C. Meet physical characteristic requirements specified in Table 03 15 12A - PVC Waterstop Physical Characteristics.
Table 03 15 12A PVC Waterstop Physical Characteristics Property Test Method Requirement Specific Gravity ASTM D792 1.38 to 1.40 Tensile strength, minimum ASTM D 638, specimen 2,100 lbs/in2 type IV, speed 20 in./min. (500 mm/min.) Ultimate elongation, minimum ASTM D 638, specimen 400 percent type IV, speed 20 in./min. (500 mm/min.) Stiffness in flexure, minimum ASTM D 747 700 lbs/in2 Tear Resistance ASTM D624 320 lbs/in Low temperature brittleness at -35 ASTM D 746 No cracking or degrees F chipping Volatile loss, change in weight, ASTM D 1203, method A, 0.50 percent maximum 0.08-inch-thick specimen Tensile strength after accelerated COE CRD-C-572 80 percent extraction test, percent of tensile strength before extraction test, minimum Ultimate elongation after COE CRD-C-572 80 percent accelerated extraction test, percent of ultimate elongation before extraction test, minimum Effect of Alkali Weight Change COE CRD-C-572 +0.25 percent -0.10 percent Change in Shore durometer COE CRD-C-572 ±5 percent hardness after effect of alkalis test
2.02 FABRICATION
A. Prepare test specimens in accordance with COE CRD-C-572.
B. Mold or extrude so that cross section will be dense, homogeneous, and free from porosity and other imperfections.
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C. Conform to detail dimensions and tolerances indicated on Standard Drawing 40-D-6463.
D. Metal grommets may be installed through flange between outer two ribs. When metal grommets installed, space at 12-inches on center.
E. Fittings: 1. Intersections and changes of direction: Factory fabricated as recommended by manufacturer.
2.03 ACCESSORIES
A. Provide factory made waterstop fabrications for all changes of direction, intersections, and transitions.
B. Provide metal hog rings recommended by waterstop manufacturer when metal grommets are not factory installed in waterstop.
C. Provide Teflon coated thermostatically controlled waterstop welding irons for field butt joints.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install waterstops at locations shown on drawings.
B. Install in accordance with manufacturer’s recommendations.
C. Position waterstop so that a continuous watertight diaphragm will be formed in joint. 1. Position waterstop so that one-half of waterstop width will be embedded on each side of concrete joint.
D. Protect waterstop during work: 1. Do not nail, puncture, or cut waterstop. 2. Protect waterstop from dirt, form release oil, oil, grease, and curing compound.
E. Secure and support waterstop to prevent movement during concrete placement. 1. When waterstop in not furnished with factory installed metal grommets, attach hog rings through waterstop flange between outer two ribs. a. Hog ring spacing along waterstop: 12 inches. 2. Attach waterstop to rebar with wire ties connected to waterstop through metal grommets or hog rings.
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a. Attach waterstop to rebar on both sides of waterstop at each metal grommet or hog ring.
F. Concrete placement: 1. Remove large pieces of aggregate near waterstop by hand so that complete contact is achieved between waterstop and surrounding concrete. 2. Apply additional vibration to concrete surrounding waterstop so that waterstop is completely embedded in concrete, and concrete fills spaces between waterstop ribs.
G. Field splices are not allowed.
3.02 DISPOSAL
A. Dispose of removed materials in accordance with Section 01 74 00 - Cleaning and Waste Management.
END OF SECTION
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SECTION 03 15 14 PVC RETRO-FIT WATERSTOP
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Retrofit Waterstop: 1. Measurement: Length of waterstop as shown on the drawings or directed by the COR. B. Payment: Unit price offered in Price Schedule A.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM)
1. ASTM D638-10 Tensile Properties of Plastics
2. ASTM D746-13 Brittleness Temperatures of Plastics and Elastomers by Impact
3. ASTM D747-10 Apparent Bending Modulus of Plastics by Means of a Cantilever Beam
4. ASTM D1203-10 Volatile Loss from Plastics Using Activated Carbon Methods
B. United States Army Corps of Engineers (COE)
1. COE CRD-C-572-74 Polyvinylchloride Waterstop
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 15 14-1, Approval Data and Instructions:
1. Manufacturer’s product data.
2. Manufacturer’s recommendations for storing materials, preparing concrete surface, applying epoxy, post-installed concrete anchor system, and splicing waterstop.
C. RSN 03 15 14-2, Sample Shipping Confirmation and Purchase Orders:
1. Provide COR confirmation letter than sample has been shipped with tracking information.
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2. Copies of purchase orders for waterstop.
D. RSN 03 15 14-3, Samples
1. Two-foot-long samples of each size and type of waterstop to be used. a. Include samples of mounting hardware and anchors
2. Certification that samples are representative of waterstop to be used.
3. Sample shall show manufacturer’s standard imprinted identification and batch number.
4. Ship samples to:
Bureau of Reclamation Attn: 86-68540 Building 56, Denver Federal Center 6th Avenue West and Kipling Street P.O. Box 25007 Denver, CO 80225-0007
E. RSN 03 15 14-4, Certification:
1. Manufacturer’s certification that waterstop meets properties in Table 03 15 15A – PVC Waterstop Physical Characteristics. a. Tests shall be performed by manufacturer or other laboratory no more than 18 months before submittal. b. Include batch numbers.
2. RSN 03 15 12-4, Drawings: a. Details of waterstops, including dimensions, shapes, and details of intersections, changes of direction, and splices.
1.04 QUALIFICATIONS
A. Demonstrate to COR that workmen are sufficiently skilled to fabricate required splices.
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PART 2 PRODUCTS
2.01 DELIVERY, STORAGE, AND HANDLING
A. Deliver epoxy in manufacturer’s original unopened packaging with labels and seals intact.
B. Store waterstop in protected area in accordance with manufacturer’s recommendations and protect from oil, dirt, and sunlight.
2.02 RETROFIT WATERSTOP SYSTEM
A. Retrofit waterstops are to be used to seal the new concrete grout cap to the existing concrete plinth along the upstream toe of the dam.
B. Retrofit waterstop indicated in drawings and specifications for construction joints shall be Earth Shield Polyvinyl Chloride (PVC) Waterstop MODEL PVC-699T as manufactured by J P Specialties Inc., 25811 Jefferson Avenue, Murrieta CA 92562, or equivalent and having the following essential characteristics:
1. Waterstop system consisting of T-shaped PVC waterstop, two stainless steel batten bars, and stainless-steel post-installed mechanical expansion concrete anchor bolts.
2. PVC waterstop meeting specified requirements with 1/2-inch thickness, 9-inch width, ribbed stem, and 6-inch stem length.
3. Type 304 stainless steel batten bars, predrilled with post-installed concrete anchor bolt holes spaced 6 inches on center, or as otherwise recommended by the manufacturer.
4. Type 304 stainless steel anchor bolts.
C. See Section 03 20 30 – Post-Installed Concrete Anchors for additional concrete anchor requirements.
D. PVC Compound: 1. Domestic virgin PVC with additional resins, plasticizers, stabilizers, or other materials required to meet specified requirements. 2. Do not use reclaimed PVC or manufacturer’s scrap. E. Meet physical characteristic requirements specified in Table 03 15 14A PVC Retrofit Waterstop Physical Characteristics.
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Table 03 15 14A PVC Retrofit Waterstop Physical Characteristics Property Test Method Requirement Specific Gravity ASTM D792 1.38 to 1.40 Tensile test, minimum ASTM D638, specimen 2,100 lbs/in2 type IV, speed 20 in./min. (500 mm/min.) Ultimate elongation, minimum ASTM D638, specimen 400 percent type IV, speed 20 in./min. (500 mm/min.) Stiffness in flexure, minimum ASTM D747 700 lbs/in2 Tear Resistance ASTM D624 320 lbs/in Low temperature brittleness at -35 ASTM D746 No cracking or degrees F chipping Volatile loss, change in weight, ASTM D1203, method A, 0.50 percent maximum 0.08-inch-thick specimen Tensile strength after accelerated COE CRD-C-572 80 percent extraction test, percent of tensile strength before extraction test, minimum Ultimate elongation after COE CRD-C-572 80 percent accelerated extraction test, percent of ultimate elongation before extraction test, minimum Change in weight after effect of COE CRD-C-572 +0.25 percent alkalis test -0.10 percent Change in Shore durometer COE CRD-C-572 ±5 percent hardness after effect of alkalis test
F. Prepare test specimens in accordance with COE CRD-C-572.
2.03 ACCESSORIES
A. Epoxy: As furnished or recommended by waterstop manufacturer to create a watertight seal with the existing concrete surfaces.
B. Provide Teflon coated thermostatically controlled waterstop welding irons for field butt joints.
2.04 FABRICATION
A. Mold or extrude PVC waterstop so that cross section will be dense, homogeneous, and free from porosity and other imperfections.
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B. Provide factory made waterstop fabrications for all changes in direction, intersections, and transitions leaving only straight butt joint splices for the field.
PART 3 EXECUTION
3.01 PREPARATION
A. Clean and prepare concrete contact surface in accordance with manufacturer’s recommendations. Obtain approval of prepared surface from COR before proceeding with installation of retro-fit waterstops.
3.02 INSTALLATION
A. Install retro-fit waterstops in accordance with manufacturer’s recommendations.
B. Prepare existing concrete by grinding away any irregularities. Thoroughly clean existing concrete using a wire brush, or high pressure water blast. Do not sandblast.
C. Using the predrilled stainless steel batten bars as a template, provide concrete drill holes of 3/8-inch diameter and 3-¼-inch deep.
D. Install post-installed concrete anchors in accordance with Section 03 20 30 - Post- Installed Concrete Anchors.
E. Apply bed of epoxy on concrete contact surface in accordance with manufacturer’s recommendations. Comply with manufacturer’s environmental restrictions for application of epoxy. 1. Prevent air pockets of voids between waterstop and concrete surface
F. Place waterstop before epoxy cures.
G. Secure in position with batten bars and anchor bolts. 1. Position waterstop so that a continuous watertight diaphragm will be formed in joint.
H. Protect waterstop during work: 1. Do not nail, puncture, or cut waterstop. 2. Protect waterstop from dirt, form release oil, oil, grease, and curing compound.
I. Concrete placement: 1. Allow installed retrofit waterstop system to cure for a minimum of 24 hours before placing adjacent concrete.
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2. Remove large pieces of aggregate near waterstop by hand so that complete contact is achieved between waterstop and surrounding concrete. 3. Apply additional vibration to the poured concrete surrounding waterstop so that waterstop is completely embedded in concrete, and concrete fills spaces between waterstop ribs.
3.03 FIELD SPLICES
A. Limited to straight butt joint splices.
B. Use skilled workmen to make waterstop splices. Demonstrate to COR that workmen are sufficiently skilled to fabricate required splices.
C. Make neat splices with waterstop ends joined in true alignment.
D. Use a miter box guide and portable saw to make cuts so that ends to be joined will be in proper alignment and contact will be maintained between joined surfaces.
E. Splice by heat sealing adjacent surfaces in accordance with manufacturer’s recommendations. 1. Use a Teflon coated thermostatically controlled electric heat source. 2. Use correct temperature to melt material as specified in manufacturer’s recommendations. 3. Do not char material. 4. Use of adhesives, or solvents shall not be allowed.
F. Make splice so that cooled splice shows no sign of separation when bent by hand to as sharp an angle as possible.
3.04 FIELD QUALITY CONTROL
A. Waterstop splicing defects which are unacceptable include, but are not limited to the following: 1. Misalignment of center bulb greater than 1/16th inch. 2. Bond failure at joint deeper than 1/16th inch or 15 percent of material thickness 3. Misalignment that reduces waterstop cross section more than 15 percent 4. Visible porosity in the weld. 5. Bubbles or inadequate bonding 6. Visible signs of splice separation when cooled splice is bent by hand
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7. Charred or burnt material.
3.05 DISPOSAL
A. Dispose of removed materials in accordance with Section 01 74 00 - Cleaning and Waste Management.
END OF SECTION
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SECTION 03 20 00 CONCRETE REINFORCING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in the cost for Concrete for Grout Cap in Price Schedule A.
1.02 REFERENCE STANDARDS
A. American Concrete Institute (ACI) 1. ACI 315-99 Details and Detailing of Concrete Reinforcement (Part of SP-66-04 ACI Detailing Manual)
B. ASTM International (ASTM) 1. ASTM A615/A615M-18e1 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement 2. ASTM A996/A996M-16 Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement 3. ASTM C881/C881M-15 Epoxy-Resin-Base Bonding Systems for Concrete
C. International Code Council (ICC) 1. ICC AC308-19 Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 20 00-1, Reinforcement Diagrams and Lists: 1. Bar-placing diagrams, bar lists, and bar-bending diagrams required for reinforcement fabrication and placement. a. Prepare bar-placing diagrams, bar lists, and bar-bending diagrams in accordance with ACI 315 and drawings.
C. RSN 03 20 00-2, Dowel Installation Plan: 1. Describe concrete drilling methods, hole cleaning equipment, chemical adhesive placement, and dowel installation plans.
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a. Identify chemical adhesive product for securing dowels to existing concrete plinth.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid rusting.
B. Protect from contaminants such as grease, oil, and dirt.
C. Provide for identification after bundles are broken and tags removed.
PART 2 PRODUCTS
2.01 STEEL REINFORCING
A. Reinforcing Bars: 1. ASTM A615, Grade 60; or ASTM A996, Type A, Grade 60. 2. Deformed steel bar.
B. Dowel Bars: 1. ASTM A 615, Grade 60 2. Plain round.
2.02 CHEMICAL ADHESIVE
A. HIT HY 200 Adhesive manufactured by HILTI, PO Box 21148, Tulsa OK 74121: or equal, having the following essential characteristics: 1. Injectable two-component resin adhesive. 2. Dual packaging system designed for automatic mixing during injection. 3. Chemical adhesive strength: Minimum ultimate bond strength of 26,000 pounds for No. 8 reinforcing bar embedded 9 inches into uncracked concrete with 4,000 pounds per square inch compressive strength. 4. Qualified per ICC AC308.
B. Epoxy resin and aggregate system for bonding steel to concrete.
C. Formulated for temperature and environmental conditions at jobsite during installation.
2.03 ACCESSORIES
A. Chairs, hangers, spacers, and other supports: 1. Material: Concrete, metal or other approved material.
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a. Compressive strength of precast concrete blocks: Equal to or greater than surrounding concrete. 2. Exposed portions of supports on concrete surfaces designated to receive F2 finish: a. Galvanized, plastic coated, or corrosion-resistant material. b. Concrete supports not allowed.
PART 3 EXECUTION
3.01 INSTALLATION
A. Clean reinforcement surfaces of heavy, flaky rust; loose mill scale; dirt; grease; and other foreign substances before placement.
B. Field bending not allowed unless approved by COR. 1. Do not use heat to bend.
C. Do not use torch to cut.
D. Accurately place reinforcement: 1. Place reinforcement as shown on standard drawing 40-D-60003, and 40-D-60004 unless otherwise shown on reinforcement design drawings. 2. Unless otherwise prescribed, placement dimensions shall be to the centerline of the bars. 3. Place reinforcement with a clear distance of 1 inch, minimum, between reinforcement and anchor bolts, form ties, or other embedded metalwork unless otherwise shown on drawings.
E. Splices: 1. Locate where shown on drawings, unless otherwise approved by COR. 2. Reinforcement may be spliced at additional locations for the convenience of the Contractor, subject to approval of COR
F. Do not weld or tack weld reinforcing bars.
G. Secure reinforcement in place so that it will not be displaced during concrete placement.
H. Do not disturb reinforcement in concrete that has been placed.
I. Tolerances: 1. Maintain concrete cover over reinforcement within 1/2 inch of specified cover where specified cover is greater than 2-1/2 inches.
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2. Maintain concrete cover over reinforcement within 1/4 inch of specified cover where specified cover is 2-1/2 inches or less. 3. Maintain spacing of reinforcing bars within 1 inch of required spacing.
J. Dowels: 1. Drill holes into existing concrete plinth with hammer drill equipment. 2. Clean drilled holes of drill cuttings and debris. a. Combinations of air and water may be used to clean the drilled holes. b. Do not use at pressures exceeding 100 lb/in2. c. Do not hydro fracture concrete. 3. Place approved chemical adhesive in drill hole before installation. 4. Place dowels at locations shown on drawings to secure new concrete grout cap to existing concrete plinth at upstream toe of the dam. 5. Place dowels across joints so that one-half of bar will be embedded in first placement. 6. Position vertical location of the dowels so that they are in the center of the grout cap mat.
END OF SECTION
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SECTION 03 20 30 POST-INSTALLED CONCRETE ANCHORS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Included in prices offered in Price Schedule A for items requiring post-installed concrete anchors.
1.02 REFERENCE STANDARDS
A. American Concrete Institute (ACI) 1. ACI 355.4-19 Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary
B. ASTM International (ASTM) 1. ASTM C881/C881M-15 Epoxy-Resin-Base Bonding Systems for Concrete 2. ASTM A194/A194 M-16 Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both 3. ASTM F593-17 Stainless Steel Bolts, Hex Cap Screws, and Studs 4. ASTM D235-02(2012) Mineral Spirits (Petroleum Spirits) (Hydrocarbon Dry Cleaning Solvent)
C. International Code Council (ICC) 1. ICC AC308-19 Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00- Submittals.
B. RSN 03 20 30-1, Post-installed Concrete Anchors for Attachment to Existing Concrete: 1. Contractor’s selected post-installed concrete anchor product: a. Describe post-installed concrete anchor system for securing the geomembrane composite to the existing concrete features. List anchor
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diameter, embedment length, thread pattern and other associated mounting hardware. b. Describe methods and equipment for drilling holes and installing post- installed concrete anchors. c. Identify chemical adhesive product for securing the post-installed concrete anchors to the existing concrete features. d. Include supporting details/drawings of post-installed concrete anchors.
C. RSN 03 20 30-2, Post-installed Concrete Anchors for Retro-fit Waterstop: 1. Post-installed concrete anchor product: a. Describe post-installed concrete anchor system for securing the retro-fit waterstops to the existing concrete features. List anchor diameter, embedment length, thread pattern, mechanical expansion anchor system and other associated mounting hardware. b. Describe methods and equipment for drilling holes and installing post- installed concrete anchors. c. Include supporting details/drawings of mechanical expansion anchor system.
D. RSN 03 20 30-3, Instructions: 1. Chemical adhesive manufacturer’s environmental, product storage, preparation, mixing, and installation instructions.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver chemical adhesive materials to jobsite in manufacturer’s original unopened packaging with labels and seals intact.
B. Store chemical adhesive materials in protected area in accordance with manufacturer’s instructions.
C. Store post-installed concrete anchors in protected area free from dirt, oil, or other chemicals that might cause corrosion or reduce the bond with the existing concrete features.
PART 2 PRODUCTS
2.01 POST-INSTALLED ANCHORS FOR GEOMEMBRANE COMPOSITE PERIMETER SEAL ON EXISTING CONCRETE
A. Adhesive Anchors: Drilled type, installed with a chemical adhesive system.
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1. Adhesive: HIT-HY 200 adhesive manufactured by HILTI, P.O. Box 21148, Tulsa, OK 74121; or equal, having the following essential characteristics: a. Injectable two-component chemical adhesive. b. Dual packaging system designed for automatic mixing during injection. c. Weathering resistant. d. Resistant against high temperatures. e. Suitable for use in diamond cored or pneumatic drilled holes. f. Extended temperature range from 41 degrees Fahrenheit to 120 degrees Fahrenheit. g. Suitable for cold weather installation for in service temperature no less than 14 degrees Fahrenheit.
B. Threaded stainless steel anchor rod: Stainless HAS rod manufactured by HILTI, P.O. Box 21148, Tulsa, OK 74121; or equal, having the following essential characteristics: 1. Rod material: ASTM F593, Type 304 or 316. 2. Thread: ASME B1.1, continuously threaded (all-thread). 3. Fabricate with 45-degree chisel point on one end to facilitate insertion into adhesive-filled hole.
2.02 POST-INSTALLED ANCHORS FOR RETRO-FIT WATERSTOP
A. Post-installed concrete anchors for securing the retro-fit waterstop to the existing concrete features shall use a mechanical expansion anchor system. Chemical adhesive anchors are not allowed for securing the retro-fit waterstop to the existing concrete features. 1. Use mechanical expansion anchors recommended by the retro-fit waterstop manufacturer. 2. Anchor material: ASTM F593, Type 304 or 316.
PART 3 EXECUTION
3.01 PREPARATION
A. Clean and prepare existing concrete surface by removing any loose material, and as directed by COR.
B. If concrete repairs are necessary at the planned location of a post-installed concrete anchor, make concrete repairs as directed by the COR prior to drilling and installation of the anchor bolt.
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3.02 DRILLING HOLES FOR CONCRETE ANCHORS
A. Drill holes of diameter, depth and spacing as shown on approved Contractor submittals RSN 03 20 30-1 and -2. 1. Use air, water, foam, and/or a combination thereof for drilling in existing concrete. a. Do not use bentonite, biodegradable fluids, "rod dope," grease, lubricants, or any other substance that would reduce or prevent bonding of chemical adessive to the sidewalls of the hole. b. Control the air, water, and/or foam during drilling to minimize widening or opening weak or open joints and cracks in existing concrete.
B. Clean drilled holes of drill cuttings and debris. 1. Combinations of air and water may be used to clean the drilled holes. 2. Do not use at pressures exceeding 100 lb/in2 3. Do not hydro fracture concrete.
C. Do not place chemical adhesive in any hole until approval is provided by the government representative.
3.03 INSTALLING ANCHORS
A. Remove rust-preventive compound thoroughly from all anchors, nuts, washer or any metal accessories prior to installing anchors.
B. Install anchors based on Contractor submittals 03 20 60-1 and -2. 1. Firmly seat anchor in drill hole. Secure anchor bolt in hole with approved chemical adhesive or mechanical expansion anchor system. 2. Place approved epoxy leveling compound, as necessary, between concrete surface and the bear plates to create a watertight seal. 3. After anchors are installed and the adhesive system has set, tighten the anchor bolts with washers, nuts, and applicable bearing plates. 4. Any anchors that show evidence of movement shall be removed and replaced at the Contractor’s expense.
3.04 PROTECTION
A. Maintain anchors in correct position and protect from movement until chemical adhesive has fully cured.
B. Use protective covers as needed to protect exposed threads. Damaged anchor threads shall be removed and replaced at the Contractor’s expense.
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3.05 DISPOSAL
A. Dispose of removed materials in accordance with Section 01 74 00 – Cleaning and Waste Management.
END OF SECTION
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SECTION 03 30 00 CAST-IN PLACE CONCRETE
1.01 MEASUREMENT AND PAYMENT
A. Concrete for Grout Cap: 1. Measurement: Volume of concrete measured to structure neatlines shown on drawings. a. Where concrete is placed on or against excavated surfaces, measurement will be made to lines for which payment for excavation is made. b. Measurement of other concrete will be made to structure neatlines shown on drawings. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of labor and materials for concrete, including PVC Waterstop, PVC Retro-fit Waterstop, Concrete Reinforcement, and Dowels.
B. Lean Concrete Backfill: 1. Measurement: Volume of concrete placed to form foundation for grout cap. a. Provide batch plant tickets to COR indicating volume of lean concrete delivered and placed. Subtract concrete wasted on site or delivered materials that do not meet the specifications. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of labor and materials for concrete.
1.02 ACRONYMS
A. NRMCA: National Ready Mixed Concrete Association
1.03 DEFINITIONS
A. Supplementary Cementitious Materials (SCM): Cementitious materials other than portland cement.
1.04 REFERENCE STANDARDS
A. American Concrete Institute (ACI) 1. ACI 301-16 Structural Concrete 2. ACI 305R-10 Hot Weather Concreting 3. ACI 306.1-90(2002) Cold Weather Concreting
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B. ASTM International (ASTM) 1. ASTM C33/C33M-18 Concrete Aggregates 2. ASTM C39/C39M-18 Compressive Strength of Cylindrical Concrete Specimens 3. ASTM C94/C94M-19a Ready-Mixed Concrete 4. ASTM C114-18 Chemical Analysis of Hydraulic Cement 5. ASTM C138/C138M-17a Density (Unit Weight), Yield, and Air Content (Galvimetric) of Concrete 6. ASTM C143/C143M-15a Slump of Hydraulic-Cement Concrete 7. ASTM C150/C150M-19a Portland Cement 8. ASTM C171-16 Sheet Materials for Curing Concrete 9. ASTM C231/C231M-17a Air Content of Freshly Mixed Concrete by the Pressure Method 10. ASTM C260/C260M-10a Air-Entraining Admixtures for Concrete 11. ASTM C309-19 Liquid Membrane-Forming Compounds for Curing Concrete 12. ASTM C494/C494M-17 Chemical Admixtures for Concrete 13. ASTM C618-19 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete 14. ASTM C1017/C1017M-13e1 Chemical Admixtures for Use in Producing Flowing Concrete 15. ASTM C1064/C1064M-17 Temperature of Freshly Mixed Hydraulic- Cement Concrete 16. ASTM C1260-14 Potential Alkali Reactivity of Aggregates (Mortar-Bar Method) 17. ASTM C1293-18a Determination of Length of Change of Concrete Due to Alkali-Silica Reaction 18. ASTM C1567-13 Determining the Potential Alkali-Silica Reactivity of Combination of Cementitious Materials and Aggregates (Accelerated Mortar-Bar Method) 19. ASTM C1602/C1602M-18 Mixing Water Used in the Production of Hydraulic Cement Concrete 20. ASTM D1751-18 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)
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C. Bureau of Reclamation (USBR) 1. USBR CM Concrete Manual, Eighth Edition 2. USBR CM2 Concrete Manual, Part 2, Ninth Edition 3. USBR M-47 Standard Specifications for Repair and Maintenance of Concrete, August 2015 (Part 2 of “Guide to Concrete Repair” available at https://www.usbr.gov/tsc/techreferences/ma nds/mands- pdfs/Guide2ConcreteRepair2015_Final.pdf)
D. International Concrete Repair Institute (ICRI) 1. ICRI 310.2R-13 Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays and Concrete Repair
1.05 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 30 00-1, Mix Design: 1. For approval prior to use of the concrete mix. a. Mixture proportions. b. Material sources. 1) Name and manufacturer of each cementitious material. 2) Name of aggregate source(s). 3) Product name and manufacturer of admixtures to be used in mix. c. Physical properties: 1) Compressive strength: a) Test data: ACI 301, paragraph 4.2.3.4. b) Field test data: Performed within past 24 months. c) Trial mixtures: i. Incorporate admixtures that will be used in production mixes into trial mixes. ii. Results from trial batches made within past 6 months. iii. Trial mix test results, three six-inch diameter cylinders each at 7, and 28 days.
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iv. Average compressive strength of trial batch cylinders at specified design age. d. Resubmit mix design for change in material source or type. 2. Name and manufacturer of curing compound. a. Include application instructions for curing compound. 3. Certifications and test reports: a. Sealed by Professional Engineer. b. Certifications and test reports: 1) Cementitious materials manufacturer. Less than 3 months old. 2) Aggregate producer for: a) ASTM C33 physical properties b) ASR testing reports for each aggregate source. c) Less than 12 months old. 3) Mixing water: ASTM C1602. 4. Submittal of certifications and test reports shall not relieve Contractor of responsibility for furnishing materials meeting specified requirements.
C. RSN 03 30 00-2, Certifications: 1. NRMCA Certification of Production Facilities. NRMCA certification shall include automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures. 2. ACI Concrete Field Testing Technician certification(s). 3. ACI Concrete Strength Testing Technician certification(s).
D. RSN 03 30 00, Test Reports 1. Concrete test reports as required by Section 2.04.
1.06 QUALIFICATIONS
A. Ready mix plant: 1. Current Certification by NRMCA. a. Include automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures. b. Remain current throughout project.
B. ACI Concrete Field-Testing Technician: Currently certified ACI Concrete Field Testing Technician - Grade I.
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C. ACI Strength Testing Technician: Currently certified ACI Strength Testing Technician.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Do not deliver concrete until ready for placement.
B. Store concrete aggregates to prevent contamination or segregation.
PART 2 PRODUCTS
2.01 MATERIALS
A. Portland Cement: 1. ASTM C150, Type V. 2. Meet false-set requirements of ASTM C150 - Table 4.
B. Blended hydraulic cement: 1. ASTM C595, Type IS (MS), IP (MS), IS(MS), IL(MS). 2. Meet equivalent alkalies requirement of ASTM C595, Table 2, Option G. or Table 3.
C. SCM: 1. Pozzolan: a. ASTM C618, Class F 1) Except: a) Sulfur trioxide, maximum: 4.0 percent. b) Loss on ignition, maximum: 2.5 percent. 2) In addition: a) Meets Effectiveness in Controlling Alkali-Silica Reaction in Table 3 Supplementary Optional Physical Requirements of ASTM C618. b) Calcium oxide, maximum: 8.0 percent. c) Pozzolan “R” factor less than 2.5. Pozzolan with this “R” factor shall not decrease sulfate resistance of concrete. i. R = (C-5)/F ii. C: Calcium oxide content of pozzolan in percent determined in accordance with ASTM C114. d) F: Ferric oxide content of pozzolan in percent determined in accordance with ASTM C114.
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D. Water: ASTM C1602, including optional requirements of Table 2.
E. Aggregate Materials 1. Sand: ASTM C33. 2. Coarse Aggregate: ASTM C33, Gradings for size No. 67 (3/4-inch to No. 4).
F. Assure aggregates are not deleteriously alkali-silica reactive (ASR). 1. Test fine and coarse aggregates in accordance with ASTM C1260 for potential alkali-silica reaction. a. For ASTM C1260, and other tests when required, continue readings for 14 days after the zero readings. b. Acceptance criteria specified below are based on 14 day readings after the zero readings. c. Expansion is no greater than 0.10 percent: 1) Aggregates are acceptable. d. Expansion is greater than 0.10 percent: 1) Test aggregates according to ASTM C1567 using components (e.g., coarse aggregate, fine aggregate, and cementitious materials) in proportions proposed for mixture design. a) Expansion of proposed mixture design test specimens, tested in accordance with ASTM C1567 does not exceed 0.10 percent: i. Aggregates are acceptable. b) Expansion of proposed mixture design test specimens is greater than 0.10 percent: i. Aggregates are not acceptable unless adjustments to mixture design can reduce expansion to less than 0.10 percent or testing by ASTM C1293 indicates aggregates will not experience deleterious expansion. 2. ASTM C1293 test results may be substituted for ASTM C1260 test results. a. Average ASTM C1293 concrete prism expansion less than 0.04 percent at one year: Aggregates acceptable. b. Average ASTM C1293 concrete prism expansion greater than 0.04 percent at one year: Aggregates not acceptable.
G. Air-Entraining Admixture: 1. ASTM C260.
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H. Chemical Admixtures: 1. Allowable Chemical Admixtures: a. ASTM C494, Type A, D, F, or G. b. ASTM C1017, Type I or II. c. ASTM C494, Type C and E, provided they do not contain chlorides. 2. Do not use chemical admixtures which contain more than 1/10 of 1 percent chloride, by weight.
I. Specialized Chemical Admixtures: 1. When the batch plant has not previously used a specialized chemical admixture, the admixture manufacturer shall provide an on-site representative to assist with mix design and to train batch plant personnel in dispensing and mixing operations. 2. Do not use specialized chemical admixtures which contain more than 0.1-percent chloride, by weight. 3. Extended Set Control Admixture: a. MasterSet Delvo hydration controlling admixture manufactured by BASF Construction Chemicals, Inc. www.basf-admixtures.com; or equal, with the following essential characteristics: 1) Meets ASTM C494, Type B. 2) Retards setting. 3) Does not reduce concrete strength. b. Use within manufacturer’s time limits. c. Dispense admixture in presence of COR. Include admixture on the batch ticket. d. Admixture quantity required to stabilize concrete shall be pre-determined using jobsite materials. Initial concrete setting time shall be monitored and adjusted during the project by a qualified concrete technician. 4.
J. Curing Compound: ASTM C309.
K. Polyethylene film: ASTM C171, 4 mils thick. Use white or clear in summer and black in winter.
2.02 MIX
A. The Contractor shall design and adjust concrete mix.
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1. Government reserves the right to adjust mix proportions when need for adjustment is indicated by results of materials testing. a. When required, adjustment of mix proportions by the Government will be in accordance with USBR Concrete Manual.
B. Cementitious Materials Options: 1. Specified portland cement plus 20 percent plus or minus 5 percent by weight specified pozzolan. 2. Blended Hydraulic: specified ASTM C595 cement.
C. Design concrete mixes in accordance with Table 03 30 00A – Concrete Mixes. 1. Net water-cementitious materials ratio (w/c) is maximum, by weight. Cementitious material weight is cement plus SCM. 2. Slump at point of placement: In accordance with ASTM C143. 3. Air Entrainment: Percent air by volume of concrete as discharged at point of placement, in accordance with ASTM C231.
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Table 03 30 00A – Concrete Mixes Percent Air Mix f’c Max SCM*** Slump Feature NMSA** Content Notes No (lb/in2) w/c* A: Class F (in) (%) Pozzolan 1 Structural 4500 at 0.45 No. 57 or A: 20 ± 5 2 to 4 4.5 to [1] Concrete 28 days 67 7.5 2 Lean 2500 at 0.45 No. 67 A: 20 ± 5 2 to 4 4.5 to [1] Concrete 28 days 7.5 *Maximum water/cementitious materials ratio. **Nominal Maximum Size Aggregate. *** SCM as percent of total cementitious material, by weight. NOTES: 1. Concrete with ASTM C1017, Type I or II plasticizing admixtures, ASTM C494 Type F high-range water-reducing admixtures, or Type G high-range water-reducing and retarding admixtures: i. Admixture shall be incorporated into trial batch or historical data. ii. Use slump appropriate for placing conditions.
D. Slump: Not exceeding 4-inches when placed, unless a type 1 or 2 plasticizing chemical admixture is used to provide flowing concrete for an unusual placing condition, in which case provide concrete having a slump appropriate for placing conditions.
E. When air temperature has fallen to or is expected to fall below 40 degrees F: Prepare ingredients and mix in accordance with ACI 306.1. 1. Uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature within specified limits. 2. Do not use frozen materials or materials containing ice or snow.
F. If Hot Weather precautions are necessary: Prepare ingredients and mix in accordance with ACI 305R. 1. Cool ingredients before mixing to maintain specified maximum concrete temperature at time of placement. 2. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor’s option. 3. All ice replacing batch water shall be melted prior to discharge.
G. Place concrete within 90 minutes from introduction of cement to water or aggregates.
2.03 BATCHING, MIXING, AND TRANSPORTING
A. Batch plant: Currently NRMCA certified with automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures
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B. Manufacture and delivery: ASTM C94, except as required by this Section.
C. Batch ticket: ASTM C94.
D. Deliver batch ticket to COR at the jobsite as each batch is delivered.
2.04 CONTRACTOR QUALITY TESTING
A. Testing: 1. Independent testing laboratory shall perform sampling, testing, and reporting as required in Table 03 30 00B - Contractor Materials Testing Requirements and Frequency.
Table 03 30 00B - Contractor Materials Testing Requirements and Frequency PROCEDURE TEST STANDARD STANDARD MINIMUM STANDARD TITLE REQUIREMENT FREQUENCY OF TESTING Fresh Concrete ASTM C 31 Making and As specified 1 test per each day of Curing Concrete . placement. Test Specimens in the Field
ASTM C143 Slump of Hydraulic- Unit weight and Cement Concrete yield not required ASTM C 138 Unit Weight, but will be Yield, and Air accepted for Content information only (Gravimetric) of Concrete
ASTM C 231 Air Content of Freshly Mixed Concrete by the Pressure Method (alternative to ASTM C 138 gravimetric method)
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Table 03 30 00B - Contractor Materials Testing Requirements and Frequency PROCEDURE TEST STANDARD STANDARD MINIMUM STANDARD TITLE REQUIREMENT FREQUENCY OF TESTING ASTM C Temperature of 1064 Concrete at placing Compressive ASTM C 39 Compressive 90 percent exceed One test every 50 Strength, Strength of specified CYs. 1 test per each Cylinders Cylindrical compressive day of placement Concrete strength at 28 days. ,minimum. Specimens Compressive ASTM C 42 Obtaining and Average strength At discretion of the Strength, Testing Drilled of 3 cores exceed Government when Cylinders Cores and Sawed 85 percent of the cylinder strengths fail Beams of design 28 day to meet minimum Concrete compressive requirements. strength and no core is less than 75 percent of the design 28 day compressive strength.
2.05 QUALITY ASSURANCE
A. In addition to required Contractor quality testing, the Government may test concrete.
B. Compressive strength may also be determined by Government in accordance with ASTM C 42 for concrete cores. 1. Concrete in an area represented by core tests will be considered structurally adequate when average compressive strength of three cores is equal to at least 4,250 lb/in2 and no single core has a compressive strength of less than 3,750 lb/in2.
PART 3 EXECUTION
3.01 SURFACE PREPARATION
A. Remove standing water, mud, and debris from foundation surfaces to be covered by concrete.
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B. Prepare rock surfaces free from oil, objectionable coatings, and loose, semidetached, and unsound fragments. Immediately before placement of concrete, wash rock surfaces with air-water jet and dry to uniform surface-dry condition.
C. Prepare earth foundations free from frost or ice.
D. Thoroughly moisten surfaces of absorptive foundations to be covered with concrete so that moisture will not be drawn from fresh concrete. Keep subgrade moisture uniform without puddles or dry areas.
E. Clean, roughen, and surface dry surfaces of construction joints to be covered with fresh concrete. 1. Remove laitance, loose or defective concrete, coatings, sand, curing compound, and other foreign material. 2. Sandblast, steel shotblast, or high-pressure water jet surfaces, or use other method approved by COR to create a surface equivalent to or larger than CSP 5 in accordance with ICRI 310.2. 3. Wash surface thoroughly, and surface dry immediately before placement of adjoining concrete.
F. Prepare surfaces of concrete to be repaired in accordance with Section 03 81 10 – Concrete Removal.
3.02 PLACING
A. Notify COR at least 24 hours before placing concrete.
B. Do not place concrete without approval of the COR.
C. Place concrete in presence of COR.
D. Use forms to shape concrete to required lines.
E. Concrete temperature at placement: Between 50 degrees F and 90 degrees F.
3.03 JOINTS
A. Construction joints (CJ): 1. Construction joints are joints which are purposely placed in concrete to facilitate construction, reduce initial shrinkage stresses and cracks, allow time for installation of embedded metalwork, or allow for subsequent placing of other concrete. 2. Bond is required at construction joints regardless of whether or not reinforcement is continuous across joint.
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3. Locate construction joints where shown on drawings. Relocation, addition, or elimination of construction joints will be subject to approval by the COR. 4. Clean, roughen, and surface dry surfaces of construction joints to be covered with fresh concrete. See Preparation article. 5. Do not use a mortar layer on construction joints.
B. Match existing joints and edges.
3.04 FINISHING
A. Where finishes are not specified or shown on drawings for a particular surface, finish concrete as specified for similar work.
B. Finished surface of new concrete placed adjacent to existing concrete shall match elevation of existing concrete.
C. Formed surfaces: 1. Finish class is designated by symbols F1 and F2. 2. Finish F1: a. Applies to formed surfaces to be covered by fill material, grout, or concrete, and construction joint surfaces as specified in Table 03 30 00F – Formed Surfaces. b. Protect form tie rod ends on surfaces in contact with fill material from moisture where they will be below water table or waterline. 1) Recess tie rod ends and fill recess with dry pack or other material approved by COR. 3. Finish F2: a. Applies to exposed formed surfaces not permanently concealed by fill material, grout, or concrete, and not required to receive finish F3 or F4, and to contraction joint surfaces and expansion joint surfaces as specified in Table 03 30 00F – Formed Surfaces. 1) Recess tie rod ends and fill recess with dry pack or other material approved by COR.
D. Unformed surfaces: 1. Do not use dry portland cement or additional water during finishing. 2. Do not use “jitterbugs” or other tools to force coarse aggregate away from surface. 3. Finish class is designated by symbols U1and U2. 4. Finish U1 (Screeded Finish):
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a. Applies to unformed surfaces to be covered by fill material, grout, or concrete as specified in Table 03 30 00G - Unformed Surfaces. b. Use as first stage of finish U2. c. After concrete is placed and consolidated, strike off and level concrete to produce even uniform surface. 5. Finish U2 (Floated Finish): a. Applies to unformed surfaces not permanently concealed by fill material, grout, or concrete. b. Begin floating as soon as screeded surface has sufficiently stiffened and bleed water sheen has disappeared. c. Use hand- or power-driven equipment. d. Finish surface with minimum floating necessary to produce surface that is free of screed marks and is uniform in texture.
E. Chamfer edges of permanently exposed concrete with a 45-degree bevel 3/4-inch by 3/4- inch; unless otherwise shown of drawings.
3.05 CURING AND PROTECTION
A. Cure concrete with water, curing compound, or polyethylene film. 1. Water cured: Keep concrete continuously moist for at least 7 days after being placed by sprinkling or spraying, or by other methods approved by COR. 2. Curing compound: a. Apply to concrete surface to provide water-retaining film. b. Thoroughly mix compound and spray apply in one coat to provide continuous, uniform film over surface. c. Do not exceed coverage rate recommended by curing compound manufacturer. Decrease coverage rate on rough surfaces as necessary to obtain required continuous film. d. Ensure ample coverage on edges, corners, and rough surfaces. e. Use spray equipment recommended by curing compound manufacturer. 3. Polyethylene film: Keep concrete continuously moist for at least 7 days after placement.
B. Allow lean concrete to cure for at least 72 hours before placing structural concrete.
C. Protect concrete against damage until final acceptance by COR.
D. Protect concrete from damage by freezing:
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1. Maintain concrete temperature not lower than 50 degrees F for at least 72 hours after placement and, if water cured, protect concrete against freezing temperatures for the duration of curing period. 2. After discontinuance of water curing, maintain concrete above freezing for the next 72 hours. 3. Where artificial heat is employed, vent the heater and keep concrete from drying.
E. Concrete to achieve 80 percent of the 28 day compressive strength before grout hole drilling equipment is allowed on the concrete grout cap.
3.06 REPAIR
A. Repair concrete in accordance with USBR M-47.
B. Use repair or replacement method directed by COR.
END OF SECTION
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SECTION 03 60 10 BACKFILL GROUTING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Mobilization and Demobilization for Backfill Grouting Mixing Equipment: 1. Payment: Lump-sum price offered in Price Schedule A. a. Includes cost of moving onto site, assembling into working condition, disassembling, and removing equipment required to perform backfill grouting operations. b. Includes construction, assembly and removal of the Contractor designed faceplate access system. c. Paid once regardless of number of times equipment is moved and assembled or reassembled during work. d. Sixty percent of lump sum price offered will be included in monthly progress payment for month during which mobilization and assembly is essentially completed and backfill grouting has begun. See Section G - Special Payment Instructions in the contract. e. Remaining forty percent of lump sum price offered will be included in progress payment for month equipment is demobilized and removed from the site after completion and acceptance of backfill grouting operations.
B. Phase I Access Ports Cutting: 1. Measurement: a. Number of access ports cut through the steel faceplate for Phase I grouting. 2. Payment: Unit price offered in Price Schedule A. a. Includes cutting access ports through steel faceplate and disposal of removed steel materials.
C. Phase I Access Port Cover Plates: 1. Measurement: a. Number of cover steel plates installed over the access ports cut through the steel faceplate for Phase I grouting. 2. Payment: Unit price offered in Price Schedule A. a. Includes steel materials, fabrication, temporary mounting hinges, and permanent welding.
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D. Phase I Backfill Grouting: 1. Measurement: a. Cubic yards of grout injected into void space beneath steel liner below elevation 6790. b. Estimated quantity shown in the schedule is based on the total estimated cubic yards of grout required for Phase I backfill grouting and a 5 percent allowance for waste. c. Does not include: 1) Grout lost due to improper anchorage of grout pipes or connections, or rejected because of improper mixing, or lost by leakage due to failure to caulk leaks, or leakage from Contractor’s equipment. 2) Wasted grout not injected within required time after mixing due to Contractor’s negligence or equipment breakdown, as determined by COR. 2. Payment: Unit price offered in Price Schedule A. a. Includes labor, equipment, and materials required to complete the work as specified. b. Includes grout pipes, band clamps, and other required pipe fittings. c. Includes Stage I grout level monitoring instrumentation.
E. Phase II Backfill Grouting (Primary Mix): 1. Measurement: a. Cubic yards of grout injected into void space beneath steel liner from elevation 6790 to 6907. b. Estimated quantity shown in the schedule is based on the total estimated cubic yards of grout required for Phase II backfill grouting and a 5 percent allowance for waste. c. Does not include: 3) Grout lost due to improper anchorage of grout pipes or connections, or rejected because of improper mixing, or lost by leakage due to failure to caulk leaks, or leakage from Contractor’s equipment. 4) Wasted grout not injected within required time after mixing due to Contractor’s negligence or equipment breakdown, as determined by COR. 2. Payment: Unit price offered in Price Schedule A.
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a. Includes labor, equipment, and materials required to complete the work as specified. b. Includes drilling grout ports. c. Includes repairing grout ports with cover plates and adhesive. d. Includes sewer caps and rubber grommets. F. Phase II Backfill Grouting (Secondary Mix): 1. Measurement: a. Cubic yards of grout injected into void space beneath steel liner as directed by the on-site Government Representative where a thicker grout mix is required. b. Estimated quantity shown in the schedule is based on the total estimated cubic yards of grout required and a 5 percent allowance for waste. c. Does not include: 5) Grout lost due to improper anchorage of grout pipes or connections, or rejected because of improper mixing, or lost by leakage due to failure to caulk leaks, or leakage from Contractor’s equipment. 6) Wasted grout not injected within required time after mixing due to Contractor’s negligence or equipment breakdown, as determined by COR. 2. Payment: Unit price offered in Price Schedule A. a. Includes labor, equipment, and materials required to complete the work as specified. b. Includes drilling grout ports. c. Includes repairing grout ports with cover plates and adhesive. d. Includes sewer caps and rubber grommets.
1.01 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM A35/A36M-12 Carbon Structural Steel 2. ASTM C150-19a Standard Specification for Portland Cement 3. ASTM C494/C494M-19 Standard Specification for Chemical Admixtures for Concrete
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4. ASTM C939/C939M-16a Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method) 5. ASTM C940-16 Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory 6. ASTM C1064/C1064M-17 Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete 7. ASTM C1602/C1602M-18 Mixing Water Used in the Production of Hydraulic Cement Concrete 8. ASTM D6910/D1602M-19 Standard Test Method for Marsh Funnel Viscosity of Construction Slurries
1.02 DEFINITIONS
A. Backfill Grouting: Grouting the void space behind the steel faceplate. B. Underwater Grouting Admixture: Grouting admixture designed for the use in underwater grouting applications. C. HRWRA: High-range water reducing admixture. D. Initial Set Time: For Phase II Backfill Grout operations only, the initial set time is defined as the duration of time from initial mixing of the grout to when the grout transitions from behaving as a liquid to a solid. The procedure used to evaluate the liquid to solid transition will be the following: 1. Upon initial mixing, pour 16 ounces of grout mixture into a clear, quart-sized plastic mixing cup. 2. Store grout filled cup in a vertical position at ambient temperature in a location where it will not be disturbed. 3. Periodically evaluate by slowly rotating the cup from a vertical position toward a horizontal position to determine if grout has sufficiently stiffened such that it is behaving as a solid. 4. Initial set will be confirmed when the grout filled cup is rotated to 90-degrees from vertical and there is no deformation of the grout mixture within the cup.
1.03 PROJECT CONDITIONS
A. Refer to Section 51 00 00 – Information Available to Offerors.
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B. Refer to Section 51 00 00 – Information Available to Offerors and Section 53 10 00 – Geologic Investigations.
C. Refer to Section 31 25 10 – Erosion Control
D. Refer to Section 01 14 12 – Work Restrictions.
E. Handle construction wastewater from drilling, grouting, and water testing in accordance with Section 01 57 20 – Water Pollution Control.
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 60 10-1, Resume: 1. Qualifying experience of individual responsible for supervising and directing backfill grouting work. 2. Qualifying experience for on-site batch plant operator.
C. RSN 03 60 10-2, Grouting Materials: 1. Cement: a. Manufacturer’s certification and test reports for each lot of cement from which shipments are drawn. b. Methods for handling, transporting, and storage. 2. Viscosity Modifier and Superplasticizer: a. Manufacturer’s name and specific brand names, product description and data sheets, safety data sheet (SDS), mixing instructions, recommended dosage, chloride content, and precautions for its use. b. Product samples: Submit product samples to Reclamation’s Concrete and Structural Laboratory a minimum of 60 days prior to beginning work. 1) Viscosity Modifier: a) 2 pounds minimum for powdered admixtures. b) 2 gallons minimum for liquid admixtures. 2) Superplasticizer: 2 gallons, minimum. c. Methods for handling, transporting, and storage. 3. Bentonite: a. Product certification report showing that materials meet specified requirements. b. Methods for handling, transporting, and storage.
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c. Product sample: Submit 50 lb product sample to Reclamation’s Concrete and Structural Laboratory a minimum of 60 days prior to beginning work. 4. Underwater Grouting Admixture: a. Manufacturer’s name, product description and data sheets, SDS, mixing instructions, recommended dosage, chloride content, and precautions for its use. b. Product sample: Submit 2-pound product sample to Reclamation’s Concrete and Structural Laboratory a minimum of 60 days prior to beginning work. c. Manufacturer’s certification that material complies with specified requirements and is suitable for intended application. d. Methods for handling, transporting, and storage. e. For materials other than Specrete Micro-Aid UWG, submit trial batch test results for a 1:1 grout mix (water to cement ratio by volume) including the underwater grout admixture, and provide the following: 1) Dosage rate. 2) Bleed in accordance with ASTM C940. 3) Shrinkage in accordance with ASTM C940. 4) Time of Efflux in accordance with ASTM C939. 5. Accelerating admixtures: a. Manufacturer’s name and specific brand names, product description and data sheets, SDS, mixing instructions, recommended dosage, chloride content, and precautions for its use. b. Trial Batch Test Results. c. Dosage rate to be used with Phase II primary grout mix. d. Mixing procedures. e. Product sample: submit 2-gallon product sample to Reclamation’s Concrete and Structural Laboratory a minimum of 60 days prior to beginning work.
D. RSN 03 60 10-3, Phase I Grouting Plan: 1. Steel faceplate access ports: a. Procedures for steel faceplate cutting and removal. b. Procedures for emergency response during flooding. c. Procedures for steel faceplate repair. 2. Schematic diagram for grout lines, bifurcation assembly, flowmeters, and grout manifolds.
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3. Description of grout delivery methods and grout supply line sizes necessary to meet specified pressure and flow requirements to multiple grout injection locations simultaneously. 4. Grout pipe materials, details and installation procedures. 5. Procedures used to mix water, cement, and under water grouting admixture. 6. Grouting sequence. 7. Anticipated schedule for Phase I grouting. 8. Grouting shift schedule with consideration for requirements provided in Section 01 14 12 – Work Restrictions and Section 01 14 10 – Use of Site. 9. Description of staffing for each shift. 10. Proposed location of staging areas for primary batch plant and transfer tubs. 11. Method of access to grout hole locations. 12. Night-time lighting equipment and considerations. 13. Cold-weather procedures, if applicable. a. Include methods to prevent freezing of water and materials. 14. Procedures used to caulk leaks when grout is observed to be flowing from faceplate. 15. Equipment and procedures for monitoring the grout level behind the steel faceplate. 16. Equipment and procedures for real-time uplift monitoring. 17. Communication equipment and procedures. 18. Spill and containment system. Identify locations of waste holding tubs and floating turbidity curtains.
E. RSN 03 60 10-4, Phase II Grouting Plan: 1. Steel faceplate grout hole drilling procedures and drill hole diameter. 2. Steel faceplate grout hole repair procedures. 3. Schematic diagram for grout lines, bifurcation assembly, flowmeters, and grout manifolds. 4. Description of grout delivery methods necessary to meet specified pressure and flow requirements to multiple grout injection locations simultaneously. 5. Procedures used to hydrate bentonite. 6. Procedures used to mix water, bentonite slurry, cement, and superplasticizer. 7. Anticipated schedule for Phase II grouting. 8. Grouting sequence.
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9. Grouting shift schedule with consideration for requirements provided in Section 01 14 12 – Work Restrictions and Section 01 14 10 – Use of Site. 10. Description of staffing for each shift. 11. Proposed location of staging areas for primary batch plant and transfer tubs. 12. Method of access to grout hole locations. 13. Night-time lighting equipment and considerations. 14. Cold-weather procedures, if applicable. a. Include methods to prevent freezing of water and materials. 15. Procedures used to caulk leaks when grout is observed to be flowing from faceplate. 16. Spill and containment system. Identify locations of waste holding tubs and floating turbidity curtains. 17. Identify adhesive material that will be used to secure the cover plates over the drill holes. 18. Equipment and procedures for real-time uplift monitoring. 19. Communication equipment and procedures. F. RSN 03 60 10-5, Primary Batch Plant and Bentonite Mixing Equipment Information: 1. Schematic drawing with location of the principle components of the plant and associated storage for Contractor testing facilities. 2. Peak capacity and anticipated daily production rate in cubic yards per hour. 3. Description of methods for handling and storing cementitious materials, including volume of storage facility. 4. Description of methods for handling and storing bentonite materials, including volume of storage facility. 5. Description of methods for supplying and storing water, including volume of storage facility. 6. Description of batch plant water refrigeration and heating equipment. 7. Describe facilities for sampling representative mix constituents and batched grout at the on-site batch plant. 8. Testing and calibration procedures for verifying accuracy of material delivery to batch plant. 9. Grout Pump Rating Curves. 10. Batch plant mixer and agitator details. 11. Bentonite slurry mixer and agitator details. 12. Photographs of batch plant. 13. Power system for grout pumps, mixer, and agitator. Backfill Grouting 03 60 10 - 8 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
G. RSN 03 60 10-6, Grout Delivery Equipment and Instrumentation Information: 1. Grout manifold details. 2. Grout supply line: a. Between pump, transfer tub(s), and bifurcation assembly. b. Between bifurcation assembly and grout hole. 3. Bifurcation assembly details. 4. Sleeve Pipe Details 5. Rubber grommet product description and size selected. 6. Flowmeters a. Manufacturer’s name, product name, and product description. b. Quality control plan for evaluating accuracy and recalibration procedures. H. RSN 03 60 10-7, Backup Grout Plant and Transfer Tubs: 1. Grout Pump Rating Curves. 2. Grout Plant Mixer and agitator details. 3. Photographs of grout plant. 4. Power system for grout pumps, mixer, and agitator. 5. Transfer tub capacities. I. RSN 03 60 10-8, Closeout Submittal: 1. As-built Drawings a. Plan view with location and grout hole numbers. 2. Drill Hole Logs a. Indicate void depth at each grout hole. b. Volume of grout injected into each grout hole.
1.02 QUALIFICATIONS A. Grouting Supervisor: 1. Minimum of 15 years of experience in responsible charge of grouting for construction similar in nature to that required by these specifications. 2. Obtain CO approval prior to changing Grouting Supervisor. B. Primary Batch Plant Operator: 1. Minimum equipment operating experience: 5 years. C. Maintain sufficient qualified personnel to perform required faceplate drilling and grouting work.
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1.03 DELIVERY, STORAGE, AND HANDLING
A. In accordance with manufacturer’s instructions.
B. Keep materials in manufacturer’s original, weatherproof, unopened containers and packaging until installation. Clearly label with product name and manufacturer.
C. Store materials in clean, dry conditions.
D. Protect materials to prevent contamination or damage.
PART 2 PRODUCTS
2.01 PORTLAND CEMENT
A. Portland Cement: 1. ASTM C150, Type II. 2. Meet false-set requirements of ASTM C150 - Table 4.
B. Cement for primary batch plant: Supplied in bulk quantity from on-site cement silo.
C. Cement for back-up grout plant: Supplied in bags.
D. The contractor shall maintain a minimum of two full pallets of 94- or 47-pound bags of cement to supply the back-up grout plan when necessary.
2.02 WATER
A. Water may be obtained from the reservoir at a location approved by the COR.
B. The Government will obtain samples of the mixing water periodically and evaluate impacts to the grout mixture.
2.03 BENTONITE
A. Natural sodium cation-base montmorillonite, premium-grade powdered Wyoming bentonite, in accordance with API 13A, Section 9.
B. Do not use chemically treated bentonite.
C. Sodium montmorillonite clay purity, minimum: 85 percent.
D. Moisture content as packaged, maximum: 10 percent.
2.04 ADMIXTURES
A. Chemical Admixtures:
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1. Do not use chemical admixtures which contain more than 0.1 percent chloride, by weight. 2. Admixtures shall be compatible with each other. 3. Superplasticizer: ASTM C494, Type F high range water reducing admixture (HRWRA).
B. Underwater Grouting Admixture 1. Micro-Aid® UWG grout admixture manufactured by Specrete-IP, Inc., 10703 Quebec Ave, Cleveland OH 44106, telephone (800) 245-3407, www.specrete.com, or equal with the following essential characteristics: a. Designed for use in underwater grouting applications such that there is no washout of cement particles when placed underwater. b. When mixed with a 1:1 (water to cement ratio by volume) grout mix, the following criteria are met: 1) Bleed: 0 to 1 percent, in accordance with ASTM C940. 2) Allowable shrinkage: 0 percent, in accordance with ASTM C940. 3) Time of Efflux: Less than 12 seconds, in accordance with ASTM C939. 4) Compatible with other commercially available admixtures.
C. Viscosity modifier: 1. Diutan Gum as manufactured by C.P. Kelco, www.cpkelco.com or equal with the following essential characteristics: a. Water soluble, high molecular weight biopolymer. b. Enhances stability of the cement-bentonite slurry mix. c. Provides pseudoplastic rheology profile: 1) Low viscosity at high shear rates. 2) High viscosity at low shear rates.
D. Accelerating Admixtures: 1. Sodium Silicate Accelerator: a. Sodium Silicate Solution with the following essential characteristics: 1) Grade 40 (40%) solution in water.
2) Percent Sodium Monoxide (Na2O): 8.75-9.40, by weight.
3) Percent Silica (SiO2): 28.5-29.75, by weight.
4) Weight Ratio (SiO2/Na2O): 3.15-3.30.
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5) Viscosity: approximately 200 cps.
2.05 PHASE I GROUT MIX
A. Government will design. B. The use of an accelerating admixture is not permitted for Phase I grouting.
C. Composed of cement, water, and underwater grouting admixture. 1. Water-cement ratio of grout mixture: a. Grout for backfill grouting: 1:1, by volume. 2. Underwater grouting admixture: Add manufacturer’s recommended dosage.
D. Batching and Mixing: 1. Grout shall be mixed and supplied from on-site batch plant. 2. Meter the correct amount of water for the batch. 3. Introduce Portland cement and mix as needed such that grout is thoroughly mixed and free of lumps. 4. Introduce underwater grouting admixture and mix as needed such that grout is thoroughly mixed and free of lumps. 5. The grout shall be maintained at a temperature between 45 degrees and 80 degrees Fahrenheit until injected, including the duration of time that the grout remains or travels in the hoses. a. Measurement shall be in accordance with ASTM C1064. E. Waste grout not injected within 2 hours after mixing.
2.06 PHASE II GROUT MIX
A. Phase II Primary Grout Mix 1. Government will design. 2. The use of a sodium silicate based accelerating admixture is permitted if approved by COR. B. Phase II Secondary Grout Mix 1. Government will design. 2. The use of an accelerating admixture is not permitted. C. Primary grout mix: 1. Cement-bentonite slurry consisting of ingredients in the proportions shown in Table 1 – Phase II Primary Grout Mix.
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Table 1 – Phase II Primary Grout Mix Mix Component Material Weight Water 375 lbs Cement 94 lbs Bentonite 14 lbs Superplasticizer 1.0 lbs
2. Accelerating Admixture. a. Government testing of the Phase II primary grout mix indicates the initial set time is approximately 10 hours with no accelerator. b. The use of an accelerating admixture is allowed for the use of decreasing initial set times. c. Damage to equipment and lost time caused by the use an accelerating admixture shall be solely at the Contractor’s expense. d. The government has completed a trial batch of the Phase II primary grout mix with varying amounts of a sodium silicate accelerator. This information is available in Section 51 00 00 – Information Available to Offerors. e. Dosage Rate: 1) The dosage rate shall be determined by the Contractor through trial batches subject to the following requirements: a) Time of efflux as determined by ASTM C939: i. Less than 10 seconds at the time of mixing. ii. Less than 12 seconds at 1 hour after mixing. 2) Trial batch information requirements: a) Dosage Rates. b) Initial set time. c) Time of efflux as determined by ASTM C939 at 0, 1, 2, and 3 hours after mixing batch. 3) Final dosage rate to be determined by the Contractor and approved by the COR.
3. Batching and Mixing: a. Grout shall be mixed and supplied from on-site batch plant. b. Blend bentonite and water in high-speed colloidal-type mixer to attain complete dispersion of the bentonite particles. Backfill Grouting 03 60 10 - 13 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
c. Store bentonite slurry in holding tank(s) sufficient time to allow full hydration of bentonite. 1) Full hydration of bentonite is considered accomplished when the viscosity properties of bentonite slurry stabilize. a) Minimum Marsh Funnel viscosity, ASTM D6910: 35 seconds. b) Minimum density: 63.8 lb/ft3. 2) Continuously agitate bentonite slurry in holding tank(s) until used. a) Agitation of slurry may be discontinued overnight or during weekends when no work is performed. b) At beginning of each workday, stored bentonite slurry shall be agitated for at least 20 minutes before being used for production of cement-bentonite slurry. d. Introduce pre-hydrated bentonite slurry into the grout mixer and mix for a minimum of 60 seconds. 1) Water used in the bentonite slurry to be accounted for in the total water content of the grout mix. e. Meter additional water to the grout mixer, if necessary, to provide the correct amount of water for the batch. f. Introduce Portland cement and mix such that the grout is free of lumps. g. Add the superplasticizer and mix for a minimum of 60 seconds. h. Increase mixing time as needed such that grout is free of lumps. i. If use of accelerating admixture is approved by COR, add approved dosage of accelerating admixture and mix for a minimum of 60 seconds: 1) If using sodium silicate accelerator, slowly add solution while continuously mixing to prevent flash setting of grout. j. The grout shall be maintained at a temperature between 45 degrees and 80 degrees Fahrenheit until injected, including the duration of time that the grout remains or travels in the hoses. 1) Measurement shall be in accordance with ASTM C1064. D. Secondary grout mix: 1. Shall only be used when an excessive amount of the primary grout mix is believed to be flowing into voids or seepage paths within the embankment and foundation. 2. The use of the secondary grout mix will be directed by the COR. a. COR’s decision will be made based on observed field conditions, including void space below faceplate, estimated void volume, grout flow rate, and volume of grout injected if considerably greater than anticipated. Backfill Grouting 03 60 10 - 14 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
3. Secondary grout mix shall consist of ingredients in the proportions shown in Table 2 – Phase II Secondary Grout Mix. Table 2 – Phase II Secondary Grout Mix Mix Component Material Weight Water 125 lbs Cement 94 lbs Bentonite 2 lbs Superplasticizer 0.5 lbs Viscosity Modifier 0 to 0.05 lbs
4. Secondary grout mix may be thickened during grouting operations as directed by COR to limit flow into the embankment and foundation materials. 5. Batching and Mixing: a. Grout shall be mixed and supplied from on-site batch plant. b. Meter the correct amount of water for the batch. c. Introduce bentonite and mix as needed such that bentonite slurry is free of lumps. 1) The use of pre-hydrated bentonite slurry is acceptable. 2) Water used in the bentonite slurry to be accounted for in the total water content of the grout mix. d. Introduce Portland cement and mix such that the grout is free of lumps. e. Add the superplasticizer and mix for a minimum of 60 seconds. f. If necessary, add viscosity modifier and mix for a minimum of 60 seconds. g. Increase mixing time as needed such that grout is free of lumps. E. Waste grout not injected after 2 hours after mixing. F. The grout shall be maintained at a temperature between 45 degrees and 80 degrees Fahrenheit until injected, including the duration of time that the grout remains or travels in the hoses 1. Measurement shall be in accordance with ASTM C1064. G. COR may discontinue the use of an admixture: 1. If fresh grout sets abnormally or if admixture does not perform as required. 2. The contractor shall provide alternative admixtures until COR determines admixture is acceptable. H. Measure admixture:
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1. By weight, or; 2. By volumetric-admixture dispensers with visual gauges monitored by the plant operator.
2.07 RUBBER GROMMETS
A. Rubber grommets shall be used to create a seal between the steel faceplate drill holes and the sleeve pipe used to inject the grout behind the faceplate. 1. Size: a. The inside diameter of the rubber grommets shall be sized by the Contractor to create a seal once the sleeve pipe is inserted.
B. Lubricate rubber grommets as needed to allow for grout manifold sleeve pipe insertion and removal.
2.08 TEMPORARY GROUT HOLE PLUGS
A. Temporary sewer plugs shall be used to fill drilled holes not actively being used for backfill grouting. 1. The sewer plugs shall consist of a mechanical compression fitting making a tight seal using a rubber gasket around its perimeter.
B. Sewer plugs shall be installed in all holes at least two rows above the active grouting lifts or higher as determined by the COR. The line on holes immediately above the active grouting lift shall be open.
C. Sewer plugs shall be used to fill holes that have been grouted and remain in-place for at least 8-hours or until the grout has reached initial set.
2.09 GROUT PIPES A. Diameter: 1.5-inch ID. B. Pipe: 1. New. 2. Straight and free of bends. C. Perforations: As shown on drawings. D. Band Clamps 1. Stainless Steel, Type 304 2. Width, Minimum: 0.5 inches 3. Thickness: 0.25 inches E. Tees, connectors, end caps, and other fittings: As recommended and supplied by pipe manufacturers.
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2.10 GROUT LEVEL MONITORING INSTRUMENTATION
A. Pressure guage: 1. Instrument capable of measuring the hydraulic pressure once submerged by the active grout lift. a. Accuracy: 5 pounds per square foot. b. Provide wiring and electronic gauge readout for real-time monitoring. 2. Pressure gauge shall be used to monitor the grout level behind the steel faceplate. 3. Insert pressure gauge into the grout pipe locations as list in Part 3.05 or as directed by the Government’s representative. 4. Instruments may be reused during Phase I backfill grouting.
2.11 STEEL COVER PLATES
A. Structural Steel: ASTM A36 1. See additional requirements in Section 05 50 00 – Metal Fabrications.
B. Phase I 1. Size: 2.5 feet x 2.5 feet 2. Thickness: 0.25 inches
C. Phase II 1. Size: 3-inches x 3-inches 2. Thickness: 0.25 inches
PART 3 EXECUTION
3.01 GENERAL REQUIREMENT A. Mobilize plant, materials, and equipment to the site. B. Provide safe access to faceplate access ports and grout holes.
PART 4 METHODS OF ACCESS
4.01 Method(s) of Access to Steel Faceplate Shall Include Accommodations for Up to Two Government Employees at Any Time. A. Location, spacing, and direction of grout holes and access ports are shown on drawings. B. Notify COR 7 days in advance of proposed backfill grouting operations. C. Cold Weather Considerations:
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1. If grouting behind the steel faceplate is performed during winter, use winterizing techniques and develop procedures for completing the drilling and grouting operations. 2. When air temperature has fallen to or is expected to fall below 40 degrees F: a. Uniformly heat water and materials before mixing to obtain a grout mixture temperature within specified limits. b. Do not use frozen materials or materials containing ice or snow. 3. Schedule grouting operations to allow for ample time if grouting in cold weather conditions. 4. Water behind the faceplate shall not be frozen during backfill grouting. D. Contain grout released from the manifold onto the faceplate in accordance with Section 01 74 00 – Cleaning and Waste Management. E. The COR may require the contractor to make changes in equipment which the COR determines necessary to perform satisfactorily during grouting operations.
4.02 PHASE I FACEPLATE ACCESS PORTS
A. Cut 2-foot by 2-foot hole in faceplate at locations shown on drawings. 1. Remove coatings and prepare steel faceplate surface in accordance with 02 83 30 – Removal and Disposal of Coatings Containing Regulated Metals. 2. Perform all metal work in accordance with 05 50 00 – Metal Fabrications.
B. All faceplate access ports must be cut prior to initiating Phase I grouting activities.
C. All steel cover plates shall be fabricated and on-site prior to cutting the access ports through the steel faceplate.
D. Once cut, the steel cover plates shall be temporarily mounted using Contractor provided hinges.
E. The steel cover plates shall remain closed when not being actively used for grouting.
F. Upon completion of Phase I backfill grouting the temporary hinges shall be removed.
G. Remove grout materials and clean the perimeter of the access port to receive a cover plate.
H. The cover plates shall be secured to the steel faceplate with continuous welds conforming to the requirements in Section 05 50 00 – Metal Fabrications and as shown on the drawings.
4.03 DRILLING
A. All grout holes for Phase II grouting shall be drilled.
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B. Torch cutting of holes is not allowed.
C. Drill Hole Diameter: 1. The contractor shall size the drill hole to accommodate the rubber grommet inserted onto the drill hole. 2. Maximum allowable drill hole size: 2-inches.
D. Drilling Monitoring 1. Contractor shall record depth of void at each grout hole and faceplate access port. 2. Driller’s daily logs shall be available to the COR at any time. Provide final drilling logs to the COR is both electronic PDF format and hard copy format.
E. Prior to initiating grouting of each 4-foot lift for Phase II grouting, all grout holes within the next lift above the lift to be grouted shall be drilled and remain open during grouting activities.
F. Temporarily cap drill holes to prevent clogging or obstruction with sewer plugs.
4.04 GROUT PLANT AND EQUIPMENT A. Furnish suitable equipment for mixing and placing grout including grout lines and fittings. B. Capable of effectively mixing and stirring grout and forcing it into the grout holes and grout pipes in a continuous, uninterrupted flow at the specified pressure. C. Provide continuous water supply to mixer to provide required pumping rate. D. Primary batch plant for mixing grout: 1. Minimum mixing capacity: 12 cubic yards per hour. 2. Cylindrical mixing tank: a. Mounted vertically. b. Volume: 70 cubic feet minimum. c. High-speed colloidal type. d. Equipped with high-speed, diffuser-type centrifugal mixing pump operating at 1,500 to 2,000 revolutions per minute during mixing. e. Direct return flow from centrifugal mixing pump tangentially into the cylindrical tank near the top to create a vortex. 3. Grout Material Measurement a. Control delivery of material so inaccuracies in feeding and measuring bentonite and cement batched during normal operation shall not exceed 1 percent for bentonite and 1-1/2 percent for cement. b. Provide cement totalizer mounted on the plant, readily accessible by COR.
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c. Use range of scale suitable for the batching equipment supplied. Provide maximum range twice the anticipated maximum batch amounts. d. Test and calibrate cement scales, bentonite scales, and admixture scales once a week, or whenever out of specifications. e. Demonstrate testing and calibration procedures to COR who will approve the procedures before beginning grouting. f. Immediately replace defective equipment. g. COR may suspend grouting operations until equipment is functional. 4. Water meter: a. Reading cubic feet to tenths of a cubic foot or tenths of a gallon for controlling amount of mixing water used in grout. b. Capable of being reset to zero. c. Calibrate in presence of COR at times directed by COR. d. Calibrate at least once a week during grouting operations. e. When calibration is off, calibrate before continuing to grout. f. Calibration Equipment and Supplies: Furnish adequate water supply, calibrated container capable of holding 55 gallons of water, and scales to weigh water container. g. Keep calibration equipment and supplies onsite for duration of grouting operations. h. Immediately replace defective water meters. i. Demonstrate testing and calibration procedures to COR, for approval, prior to grouting startup. j. Keep at jobsite 1 extra calibrated water meter for immediate replacement of defective units. 5. Grout Pump: a. Helical-screw, progressive cavity rotor-type pumps that produce a uniform flow without pulsation. 1) Variable speed. 2) Pump minimum capacity: 60 gallons-per-minute to transfer tubs. 3) Power units for grout pumps shall have variable speed capabilities. 4) Grout pumps with open-throat design including holding hoppers will not be allowed. b. Include one standby grout pump, capable of being placed in operation with no more than 15-minute notice. 6. Holdover mechanical agitator tank:
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a. Volume: 150 cubic feet minimum. b. Equipped with a variable speed high-efficiency paddle mixer that maintains a thoroughly mixed grout while waiting to be pumped. B. Back-up grout plant: 1. Cylindrical mixing tank: a. Mounted vertically. b. Volume: 17 cubic feet minimum. c. High-speed colloidal type. d. Equipped with high-speed, diffuser-type centrifugal mixing pump operating at 1,500 to 2,000 revolutions per minute during mixing. e. Direct return flow from centrifugal mixing pump tangentially into cylindrical tank near the top to create a vortex. 2. Water meter: a. Reading cubic feet to tenths of a cubic foot or tenths of a gallon for controlling amount of mixing water used in grout. b. Capable of being reset to zero. c. Calibrate in presence of COR at times directed by COR. d. Calibrate at least once a week during grouting operations. e. When calibration is off, calibrate before continuing to grout. f. Calibration Equipment and Supplies: Furnish adequate water supply, calibrated container capable of holding 55 gallons of water, and scales to weigh water container. g. Keep calibration equipment and supplies onsite for duration of grouting operations. h. Immediately replace defective water meters. i. Demonstrate testing and calibration procedures to COR, for approval, prior to grouting startup. 3. Grout pump: Helical-screw, rotor-type pumps that produce a uniform flow without pulsation. a. Variable speed. b. Power units for grout pumps shall have variable speed capabilities. c. Pump minimum capacity of 40 gallons per minute. d. Grout pumps with open-throat design including holding hoppers will not be allowed. 4. Holdover mechanical agitator tank: a. Volume: Similar to mixing tank. Backfill Grouting 03 60 10 - 21 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
b. Equipped with a variable speed high-efficiency paddle mixer that maintains a thoroughly mixed grout while waiting to be pumped. C. Transfer Tub Grout Plants 1. As needed, direct flow from primary batch plant to transfer tub grout plant. 2. Grout pump: Helical-screw, rotor-type pumps that produce a uniform flow without pulsation. a. Variable speed. b. Power units for grout pumps shall have variable speed capabilities. c. Pump minimum capacity of 40 gallons per minute. d. Grout pumps with open-throat design including holding hoppers will not be allowed. 3. Holdover mechanical agitator tank: a. Volume: 17 cubic feet minimum. b. Equipped with a variable speed high-efficiency paddle mixer that maintains a thoroughly mixed grout while waiting to be pumped. D. Bentonite Mixing Equipment 1. Mixer: High-speed colloidal type. a. Fitted with adequate measuring devices to ensure that materials are being mixed in the correct proportions. 2. Water meter: b. Reading cubic feet to tenths of a cubic foot or tenths of a gallon for controlling amount of mixing water used in grout. c. Capable of being reset to zero. d. Calibrate in presence of COR at times directed by COR. e. Calibrate at least once a week during grouting operations. f. When calibration is off, calibrate before continuing to grout. g. Calibration Equipment and Supplies: Furnish adequate water supply, calibrated container capable of holding 55 gallons of water, and scales to weigh water container. h. Keep calibration equipment and supplies onsite for duration of grouting operations. i. Immediately replace defective water meters. j. Demonstrate testing and calibration procedures to COR, for approval, prior to grouting startup.
3. Holding tank(s):
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a. Capacity: Sufficient to allow full hydration of the bentonite and meet the schedule requirements for project. b. Equipped with adequate equipment to agitate the bentonite slurry to maintain particles in suspension. E. COR has right to require replacement of grouting equipment that does not meet these specifications or have been shown to not perform satisfactorily during grouting operations.
F. Communication Facilities: 1. The Contractor shall furnish a radio system that shall link the batch plant, transfer tubs, bifurcation assembly, grout injection locations, and all other operations on-site as necessary. 2. The Contractor shall furnish 4 radios per shift for Reclamation personnel that communicate on the Contractor's frequency for coordination of grouting operations. 3. The Contractor shall be responsible for obtaining all required licenses, batteries, and other necessary equipment to allow for a functioning, reliable communication system for the jobsite.
G. Grout Supply lines: 1. Grout flow from primary batch plant to transfer tub (if needed) to bifurcation assembly: a. The supply line from the primary batch plant to the bifurcation assembly shall be sized to allow for a minimum flow of 40 gallons per minute. b. Minimum Size: 3-inches I.D. 2. Grout flow from bifurcation assembly to grout manifold: a. The supply line from the bifurcations assembly to each grout manifold shall be sized to allow for a minimum flow of 10 gallons per minute under injection pressures ranging from 0 to 5 psi. b. Minimum Size: 1.5 inches I.D. H. Bifurcation Assembly 1. The bifurcation assembly shown on the drawings is a concept design and is furnished for information purposes only. 2. The contractor shall design the bifurcation assembly such that the requirements in Paragraphs 3.05 and 3.06 are met. I. Grout Manifold: 1. Install grout manifold at grout holes and faceplate access ports as shown on drawings. 2. Locate manifold in the grout line at the collar of the hole to permit accurate control and monitoring of grouting pressure, bleeding, and regulation of flow into grout holes.
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3. Manifold shall consist of a system of valves and a pressure gauge as indicated on Drawings 163-D-60041 and 163-D-60042. 4. Quick shutoff type steel valves with 6-inch lever handles shall be furnished for the manifold. 5. Maximum length of grout manifold tail-hose: 6 feet. 6. Install sleeve pipe at end of tail hose for Phase II grouting. a. Minimum I.D.: 1.5 inches 7. Each grout manifold shall only be hooked to one hole at a time. 8. Minimum size of pipes, valves and fittings: 1.5- inch inside diameter. 9. Minimum number of grout manifolds required: a. Phase I grouting: 2 b. Phase II grouting: 4
10. Pressure Gauges: a. Manufactured by Fluid Flow Products, Inc., 2108 Crown View Drive, Charlotte NC 28227; Ashcroft, 250 East Main Street, Stratford CT 06614- 5145; or equal with the following essential characteristics: 1) Glycerin filled. 2) Plain case. 3) Pressure indicated in pounds per square inch. 4) 2.5-inch-diameter minimum dial-face size. 5) Rating of each pressure gauge not more than 1-1/2 times the pressure rating at which the grout is anticipated to be pumped for the stage being grouted. 6) Gauges accurate to no more than 2 percent error over the full range of gauge. b. Equip pressure gauges with approved pressure sensors. 1) Furnish series 42 pressure sensor, manufactured by Red Valve Co., Inc., Carnegie PA 15106; or equal with the following essential characteristics: a. Flow-through type suitable for installation in the manifold in the flow pattern behind pressure control valve and ahead of bleed-off valve as indicated on Drawings. b. Threaded-ends with standard NTP threads. c. Capable of measuring pressure for full circumference around sensor sleeve. c. Check pressure gauges prior to commencement of backfill grouting.
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1) Immediately replace defective gauges or gauges with broken glass faces. 2) Provide an accurately calibrated, high precision master gauge for checking of the accuracy of gauges used in the grouting operations. a. Master Gauge: Calibrated and certified by gauge manufacturer to be accurate to not more than 1-percent error over the full range of gauge. 3) Provide accurate and reliable gauge tester and keep at grout plant at all times.
J. Flowmeter: 1. Provide ultrasonic or magnetic flowmeter to measure the flow of grout being pumped into each grout hole. 2. Locate flowmeters between the bifurcation assembly and the grout hole or faceplate access port. 3. Calibrate flowmeter prior to initiating grouting operations. 4. Keep calibration material and equipment onsite throughout the job. 5. Immediately replace defective flowmeter. 6. Use grout hose attachments to magnetic flowmeter with standard manufactured quick disconnect couplers of appropriate sizes so grout hoses can be rapidly disconnected.
4.05 PHASE I BACKFILL GROUTING
A. Assemble grout pipe bundles as shown on drawings.
B. Insert pipe bundles beneath faceplate.
C. Slide pipe bundle as far down beneath the faceplate as possible until refusal is reached. Record the length of the pipe bundle inserted at each location.
D. All pipe bundles shall be installed prior to initiating Phase I grouting.
E. Phase I grouting operations will require two grout manifolds. F. Maximum grout injection pressure: 5 pounds per square inch measured at the grout manifold. G. Grout injection rate: 1. See Section 01 14 12 – Work Restrictions for schedule requirements. 2. The contractor will direct the grout injection rates such that the requirements in Section 01 14 12 – Work Restrictions are met.
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H. The Phase I grouting sequence described below may be modified as directed by the COR based on field observations and success of inserting the grout injection pipes behind the steel faceplate. The objective is to fill the void space behind the steel faceplate in uniform lifts at a rate that will not bulge or damage the faceplate. Prior to Phase I grouting, a pre- placement meeting will be held with the Contractor to review the following grouting sequence and make adjustments as needed. I. Stop Phase I Backfill Grouting at any point if there is evidence that grout is leaking from the steel faceplate below the water level into the reservoir. Allow required time for grout to reach initial set and then resume grouting. If grout leaks below the reservoir continue, discuss measures with the COR to minimize potential for grout leakage from being drawn into the outlet work features.
J. General sequence for Phase I grouting will be the following: 1. Hook grout manifold 1 to Grout Pipe A at faceplate access port G12. 2. Hook grout manifold 2 to Grout Pipe A at faceplate access port G10. 3. Insert grout level monitoring instrumentation in listed locations. 4. Simultaneously inject grout into G12 and G10. 5. Monitor grout levels in G9, G10, G11, G12, and G13. Grout communication to adjacent grout holes beneath faceplate is expected. Use pressure sensing instrumentation inserted into the grout pipes or other device inserted into the grout pipe to record the grout level. 6. Grout Manifold 1 movement sequence below elevation 6770: a. When grout is observed at elevation 6770 in G12, stop grouting in G12. b. Hook manifold 1 to G14 Grout Pipe A. G13 is skipped to preserve access for grouting above elevation 6770. c. When grout is observed at elevation 6770 in G14, stop grouting in G14. d. Hook manifold 1 to G16 Grout Pipe A. G15 is skipped to preserve access for grouting above elevation 6770. 7. Grout manifold 2 movement sequence below elevation 6770: a. When grout is observed at elevation 6770 in G10, stop grouting in G10. b. Hook manifold 2 to G8 Grout Pipe A. G9 and G11 are skipped to preserve access for grouting above elevation 6770. c. When grout is observed at elevation 6770 in G8, stop grouting in G8. d. Hook manifold 2 to G6 Grout Pipe A. G7 is skipped to preserve access for grouting above elevation 6770. e. When grout is observed at elevation 6770 in G6, stop grouting in G6. f. Hook manifold 2 to G4 Grout Pipe A. G5 is skipped to preserve access for grouting above elevation 6770. g. When grout is observed at elevation 6770 in G4, stop grouting in G4. Backfill Grouting 03 60 10 - 26 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
h. Hook manifold 2 to G2 Grout Pipe A. G3 is skipped to preserve access for grouting above elevation 6770. i. When grout is observed at elevation 6770 in G4, stop grouting in G4. 8. Allow a minimum of 7 hours of set time after completion of grouting prior to grouting above elevation 6770. 9. Begin Phase I lift 2 grouting. 10. Hook grout manifold 1 to Grout Pipe B at faceplate access port G10. 11. Hook grout manifold 2 to Grout Pipe B at faceplate access port G8. 12. Simultaneously inject grout into G8 and G10. 13. Monitor grout levels in G7, G8, G9, G10, and G11. Grout communication to adjacent grout holes beneath faceplate is expected. 14. Grout Manifold 1 movement sequence between elevation 6770 and 6775: a. When grout is observed at elevation 6775 in G10, stop grouting in G10. b. Hook manifold 1 to G12 Grout Pipe B. G11 is skipped to preserve access for grouting above elevation 6775. c. When grout is observed at elevation 6775 in G12, stop grouting in G12. d. Hook manifold 1 to G14 Grout Pipe B. G13 is skipped to preserve access for grouting above elevation 6775. e. When grout is observed at elevation 6775 in G14, stop grouting in G14. f. Hook manifold 1 to G16 Grout Pipe B. G15 is skipped to preserve access for grouting above elevation 6775. 15. Grout manifold 2 movement sequence between elevations 6770 and 6775: a. When grout is observed at elevation 6775 in G8, stop grouting in G8. b. Hook manifold 2 to G6 Grout Pipe B. G7 is skipped to preserve access for grouting above elevation 6775. c. When grout is observed at elevation 6775 in G6, stop grouting in G6. d. Hook manifold 2 to G4 Grout Pipe B. G5 is skipped to preserve access for grouting above elevation 6775. e. When grout is observed at elevation 6775 in G4, stop grouting in G4. f. Hook manifold 2 to G2 Grout Pipe B. G3 is skipped to preserve access for grouting above elevation 6775. g. When grout is observed at elevation 6775 in G4, stop grouting in G4. 16. Allow a minimum of 7 hours of set time after completion of grouting prior to grouting above elevation 6775. 17. Begin Phase I lift 3 grouting. 18. Hook grout manifold 1 to Grout Pipe A at faceplate access port G11. Backfill Grouting 03 60 10 - 27 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
19. Hook grout manifold 2 to Grout Pipe A at faceplate access port G9. 20. Simultaneously inject grout into G9 and G11. 21. Monitor grout levels in G8, G9, G10, G11, and G12. Grout communication to adjacent grout holes beneath faceplate is expected. 22. Grout Manifold 1 movement sequence between elevation 6775 and 6780: a. When grout is observed at elevation 6780 in G11, stop grouting in G11. b. Hook manifold 1 to G13 Grout Pipe A. c. When grout is observed at elevation 6780 in G13, stop grouting in G13. d. Hook manifold 1 to G15 Grout Pipe A. e. When grout is observed at elevation 6780 in G15, stop grouting in G15. f. Hook manifold 1 to G17 Grout Pipe A. g. When grout is observed at elevation 6780 in G17, stop grouting in G17. 23. Grout manifold 2 movement sequence between elevations 6775 and 6780: a. When grout is observed at elevation 6780 in G9, stop grouting in G9. b. Hook manifold 2 to G7 Grout Pipe A. c. When grout is observed at elevation 6780 in G7, stop grouting in G7. d. Hook manifold 2 to G5 Grout Pipe A. e. When grout is observed at elevation 6780 in G5, stop grouting in G5. f. Hook manifold 2 to G3 Grout Pipe A. g. When grout is observed at elevation 6780 in G3, stop grouting in G3. 24. Allow a minimum of 7 hours of set time after completion of grouting prior to grouting above elevation 6780. 25. Begin Phase I lift 4 grouting. 26. Hook grout manifold 1 to Grout Pipe B at faceplate access port G11. 27. Hook grout manifold 2 to Grout Pipe B at faceplate access port G9. 28. Simultaneously inject grout into G9 and G11. 29. Monitor grout levels in G8, G9, G10, G11, and G12. Grout communication to adjacent grout holes beneath faceplate is expected. 30. Grout Manifold 1 movement sequence between elevation 6780 and 6785: a. When grout is observed at elevation 6785 in G11, stop grouting in G11. b. Hook manifold 1 to G13 Grout Pipe B. c. When grout is observed at elevation 6785 in G13, stop grouting in G13. d. Hook manifold 1 to G15 Grout Pipe B. e. When grout is observed at elevation 6785 in G15, stop grouting in G15. Backfill Grouting 03 60 10 - 28 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
f. Hook manifold 1 to G17 Grout Pipe B. g. When grout is observed at elevation 6785 in G17, stop grouting in G17. 31. Grout manifold 2 movement sequence between elevations 6780 and 6785: a. When grout is observed at elevation 6785 in G9, stop grouting in G9. b. Hook manifold 2 to G7 Grout Pipe B. c. When grout is observed at elevation 6785 in G7, stop grouting in G7. d. Hook manifold 2 to G5 Grout Pipe B. e. When grout is observed at elevation 6785 in G5, stop grouting in G5. f. Hook manifold 2 to G3 Grout Pipe B. g. When grout is observed at elevation 6785 in G3, stop grouting in G3. h. Hook manifold 2 to G1 Grout Pipe B. i. When grout is observed at elevation 6785 in G3, stop grouting in G3. 32. Allow a minimum of 7 hours of set time after completion of grouting prior to grouting above elevation 6785. 33. Begin Phase I lift 5 grouting. 34. Insert grout manifold tailhose into faceplate access port G11. If possible, extend tailhose to top of previous grout lift. 35. Insert grout manifold tailhose into faceplate access port G9. If possible, extend tailhose to top of previous grout lift. 36. Simultaneously inject grout into G9 and G11. 37. Monitor grout levels in G8, G9, G10, G11, and G12. Grout communication to adjacent grout holes beneath faceplate is expected. 38. Grout Manifold 1 movement sequence between elevation 6785 and 6790: a. When grout is observed at elevation 6790 in G11, stop grouting in G11. b. Insert grout manifold tailhose into faceplate access port G13 and inject grout. If possible, extend tailhose to top of previous grout lift. c. When grout is observed at elevation 6790 in G13, stop grouting in G13. d. Insert grout manifold tailhose into faceplate access port G15 and inject grout. If possible, extend tailhose to top of previous grout lift. e. When grout is observed at elevation 6790 in G15, stop grouting in G15. f. Insert grout manifold tailhose into faceplate access port G17 and inject grout. If possible, extend tailhose to top of previous grout lift. g. When grout is observed at elevation 6790 in G17, stop grouting in G17. 39. Grout manifold 2 movement sequence between elevations 6785 and 6790: a. When grout is observed at elevation 6790 in G9, stop grouting in G9. Backfill Grouting 03 60 10 - 29 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
b. Insert grout manifold tailhose into faceplate access port G7 and inject grout. If possible, extend tailhose to top of previous grout lift. c. When grout is observed at elevation 6790 in G7, stop grouting in G7. d. Insert grout manifold tailhose into faceplate access port G5 and inject grout. If possible, extend tailhose to top of previous grout lift. e. When grout is observed at elevation 6790 in G5, stop grouting in G5. f. Insert grout manifold tailhose into faceplate access port G3 and inject grout. If possible, extend tailhose to top of previous grout lift. g. When grout is observed at elevation 6790 in G3, stop grouting in G3. h. Insert grout manifold tailhose into faceplate access port G1 and inject grout. If possible, extend tailhose to top of previous grout lift. i. When grout is observed at elevation 6790 in G1, stop grouting in G1. 40. Phase 1 grout is complete. 41. Allow a minimum of 7 hours of set time after completion of grouting prior to initiating Phase II grouting activities.
4.06 PHASE II BACKFILL GROUTING A. Insert rubber grommets in all grout holes within Lift A. B. Phase II grouting operations will require four grout manifolds. C. Grouting shall be performed with 4-foot maximum lifts as measured parallel to the slope as shown on the drawings. D. Slide grout manifold 1 sleeve pipe into the grout hole closest to the left abutment. E. Slide grout manifold 4 sleeve pipe into the grout hole closest to the right abutment. F. Slide grout manifold 2 and 3 sleeve pipes into the middle grout holes, with manifold 2 on the left and manifold 3 on the right. G. Maximum grout injection pressure: 5 pounds per square inch measured at the grout manifold. H. Grout injection rate: 1. See Section 01 14 12 – Work Restrictions for schedule requirements. 2. The contractor will direct the grout injection rates such that the requirements in Section 01 14 12 – Work Restrictions are met. I. General sequence for Phase II grouting will be the following: 1. Grout manifold 1 movement sequence: a. When grout is observed flowing from adjacent hole to the right, plug drill hole with sewer plug and hook grout manifold to adjacent hole to the right. b. Continue moving grout manifold to the right when grout is observed to flow out of adjacent holes. Backfill Grouting 03 60 10 - 30 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
2. Grout manifold 2 movement sequence: a. When grout is observed flowing from adjacent hole to the left, plug drill hole with sewer plug and hook grout manifold to adjacent hole to the left. b. Continue moving grout manifold to the left when grout is observed to flow out of adjacent holes. 3. Grout manifold 3 movement sequence: a. When grout is observed flowing from adjacent hole to the right, plug drill hole with sewer plug and hook grout manifold to adjacent hole to the right. b. Continue moving grout manifold to the right when grout is observed to flow out of adjacent holes. 4. Grout manifold 4 movement sequence: a. When grout is observed flowing from adjacent hole to the left, plug drill hole with sewer plug and hook grout manifold to adjacent hole to the left. b. Continue moving grout manifold to the left when grout is observed to flow out of adjacent holes. 5. If grout flows from row of grout holes above row being grouted, stop grouting immediately and move manifold based on sequence above. 6. Plug or caulk grout flows or leaks through steel faceplate as needed. Have caulking, tools, and supplies on site and easily accessible for use in plugging leaks during grouting operations. 7. The grouting operations may be modified as directed by the COR. 8. Grout Lift A is completed once all holes are grouted. 9. Prior to grouting next lift, allow grout to set for a minimum of 10 hours if no accelerator is used, or for the initial set time as determined in trial batches with accelerator. 10. Follow procedures outlined above for remaining Phase II grouting lifts.
4.07 UPLIFT MONITORING
A. Monitor displacement of the steel faceplate with survey equipment capable of: 1. Monitoring outward displacements of 1.0 inch measured normal to the slope. 2. Providing a real-time warning when uplift exceeds 1.0 inch with audible alarms such as lazar level equipment.
B. Maintain a minimum of 2 monitoring instruments within a 40-foot radius of holes being grouted.
4.08 REPAIRING GROUT HOLES AND VENT HOLES A. Allow grout a minimum of 24 hours to set. Backfill Grouting 03 60 10 - 31 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
B. Remove temporary drill hole plugs. C. Remove grout materials and clean the perimeter of the hole to receive a cover plate to provide good adhesion. D. Secure the cover plate with an epoxy adhesive as shown on the drawings. 1. Once epoxy has set tack weld each corner of the cover plate to the existing steel faceplate.
END OF SECTION
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SECTION 03 81 10 CONCRETE REMOVAL
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Concrete Saw Cutting: 1. Measurement: Length of saw cuts made for removal as shown on the drawings or directed by the COR. a. Saw cuts made in concrete place under this contract will not be included in measurement. 2. Payment: Unit price offered in Price Schedule A.
B. Concrete Removal: 1. Measurement: Volume of concrete removed. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost for preparing surface to receive new concrete.
1.02 DEFINITIONS
A. Water jetting nose pressures for concrete removal and surface preparation: 1. Low: Up to 5,000 psi. 2. High: Between 5,000 and 20,000 psi.
1.03 REFERENCE STANDARDS
A. American Concrete Institute 1. ACI 318-14 Code Requirements for Structural Concrete and Commentary
B. Bureau of Reclamation (USBR) 1. USBR M-47 Guide to Concrete Repair, 2015
C. International Concrete Repair Institute (ICRI) 1. ICRI 310.2R-2013 Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays and Concrete Repair
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1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 81 10-1, Concrete Removal Plan: 1. Methods and equipment used to locate embedded metalwork and reinforcement within concrete to be removed. 2. Methods, equipment, and sequence used for cutting and removing concrete. 3. Methods, equipment and sequence used to prepare the surface for repair. 4. Describe cleanup operations, equipment and equipment locations. 5. Plans to prevent damage to remaining concrete. 6. Temporary barriers and enclosures to protect personnel and contain debris and waste during work.
1.05 EXISTING CONDITIONS
A. Existing concrete consists of cement, sand, and broken rock or gravel.
B. Information drawings provide general locations of embedded reinforcement, pipe, conduit, and metalwork. Actual locations may vary.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 GENERAL
A. Cease operations and notify COR if concrete removal operations: 1. Contact unexpected embedded items. 2. Crack concrete to remain in place. 3. Do not resume operations until directed by COR.
B. Coordinate performance of noisy, malodorous, or dusty work with the COR.
C. Control wastewater and debris in accordance with: 1. Plan approved by COR. 2. Section 01 57 30 - Water Pollution Control.
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3.02 EXAMINATION
A. Locate and mark embedded reinforcement, pipe, conduit and metalwork within concrete removal areas before beginning concrete removal.
3.03 PREPARATION
A. Provide temporary barriers and enclosures to protect personnel and equipment.
B. Verify and adjust concrete removal areas with COR in the field.
C. Prior to starting removal work, obtain written permission from COR.
3.04 REMOVAL
A. Remove concrete such that minimum repair thickness is 2 inches.
B. Initially remove damaged, deteriorated, loosened, or unbonded portions of existing concrete by high pressure water blasting, jetting, jack hammering, or other approved method. Follow with approved mechanical means if necessary.
C. Produce rounded 1-inch radius corners.
D. Produce surfaces and edges suitable for required construction.
E. Use methods which will not damage concrete or reinforcement to remain in place.
F. If damage to concrete is caused by intrusion of a contaminant, remove additional concrete until contaminant concentration is below acceptable threshold values.
G. Do not use jackhammers in excess of 30 pounds or, dry sandblasting, without COR approval. 1. Points on jackhammer bits shall cleanly break the concrete. 2. Replace or sharpen jackhammer bits without points.
H. Do not line drill perimeters of large openings.
I. Do not pry on concrete to be removed or existing reinforcement.
J. Blasting not permitted.
K. Do not use bush hammers or scabblers.
L. Saw cutting: 1. Fully encompass removal area. 2. Produce clean, sharp edges.
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3. Saw cut depth: 1-inch minimum. a. Do not damage reinforcing steel. b. If embedment or other conditions prevent a minimum 1-inch saw cut depth, use a grinder to create a minimum 1/4-inch perpendicular face. 4. Limit number of corners. 5. Acute angels: Greater than approximately 70 degrees. Do not produce sharp corners. 6. Use diamond blade or diamond wire saws. 7. Make cuts normal to exposed concrete surface except as indicated on drawings. 8. Prevent kerfs from crossing. 9. Do not extend saw kerfs beyond specified limits of removal.
M. Reinforcement: 1. Replace reinforcing steel bar or section of bar that has lost more than 25 percent of its cross-sectional area. a. If adjacent bars are damaged, replace adjacent bars with 20 percent or more loss in cross sectional area. b. Replace bars to match original bar size and splice to according to ACI 318, Section 25.5 as appropriate, or as approved by the COR. 2. Remove concrete shadows around circumferences of reinforcing bars. 3. When corroded reinforcement steel bars are exposed, remove additional concrete along corroded bars until a continuous length of 2-inches of bar free from corrosion is exposed. a. Assess limit of active corrosion on a visual basis. b. Edges of additional areas removed shall be cut square as specified below. c. Remove additional concrete along bar to accommodate couplers or lap splices for replacement reinforcement. d. Obtain approval from COR prior to additional concrete removal. 4. Where more than 1/3 of the diameter of a reinforcing bar is exposed by removal of concrete to required depth, remove additional concrete to minimum depth of 1inch below the bar. 5. When removing concrete in and around reinforcing steel to remain in place, use 15-pound or smaller chipping hammers, high water jetting. a. For removal away from saw cut edges, cleanly break concrete with pointed jackhammer bits. Replace or sharpen jackhammer bits that are not pointed.
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b. Complete removal near repair boundaries with hammers fitted with spade bits.
N. Cleaning and Surface Preparation: 1. Primary Cleaning - Remove dust and debris resulting from concrete removal. a. Use contained shotblasting, wet sandblasting, or water blasting to remove weakened or damaged concrete mircrofractured surfaces. b. If water blasting, use pressure sufficiently high to prepare surface. Pressures up to 15,000 psi may be necessary. c. Remove materials that weaken the bond between remaining concrete and repair material. d. Include saw cut or ground faces. e. After primary cleaning, protect surface from contaminants. 2. Secondary Cleaning - Within 48 hours prior to placement of repair material, use low pressure water jetting to remove materials that may impair bond. 3. Concrete substrate surface roughness: Equivalent to or larger than CSP 5 in accordance with ICRI 310.2R. 4. Clean and allow surfaces to dry thoroughly, unless specific repair technique requires application of materials to a saturated surface. 5. Do not use acids for cleaning or preparing concrete surfaces for repair.
3.05 REPAIR
A. Repair concrete and reinforcement outside of prescribed removal lines damaged or loosened during cutting and removal operations. Repair or replace: 1. As directed by COR. 2. In accordance with Section 03 81 14 - Concrete Repair.
3.06 DISPOSAL
A. Dispose of removed materials in accordance with Section 01 74 00 - Cleaning and Waste Management.
END OF SECTION
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SECTION 03 81 14 CONCRETE REPAIR
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Concrete Repair: 1. Measurement: Volume of concrete placed to repair existing concrete features. 2. Payment: Unit price offered in Price Schedule A. a. Includes placement of attachments, reinforcement, and wire mesh materials required to affix the concrete repair to the existing concrete features. b. Does not include repair of concrete damaged by the Contractor's operations are the Contractor's responsibility.
1.02 DEFINITIONS
A. Refer to Section 03 81 10 - Concrete Removal.
1.03 REFERENCE STANDARDS
A. American Concrete Institute 1. ACI 364.3R-09 Guide for Cementitious Repair Material Data Sheet
B. ASTM International (ASTM) 1. ASTM C109/C109M-13 Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or [50-mm] Cube Specimens) 2. ASTM C157/C157M-08(2014) Length Change of Hardened Hydraulic- Cement Mortar and Concrete 3. ASTM C882/C882M-13a Bond Strength of Epoxy-Resin Systems Used with Concrete By Slant Shear 4. ASTM C928/C928M-13 Packaged, Dry, Rapid-Hardening Cementitious Materials for Concrete Repairs 5. ASTM C1581/C1581M-09a Determining Age at Cracking and Induced Tensile Stress Characteristics of Mortar and Concrete under Restrained Shrinkage
C. International Concrete Repair Institute (ICRI)
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1. ICRI 320.3R-2012 Guide for Inorganic Repair Material Data Sheet Protocol
D. Bureau of Reclamation (USBR) 1. USBR M-47 Guide to Concrete Repair, 2015.
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 81 14-1 Approval Data: 1. For packaged repair materials a. Manufacturer’s material data sheets for repair material in accordance with data sheet protocol for testing and reporting of data in ACI 364.3R and ICRI 320.3R including surface preparation, mixing, application, and curing instructions. b. Manufacturer’s certification that materials comply with specified requirements and is suitable for intended application. 2. For concrete, supply approval data according to Section 03 30 00 Cast in Place Concrete. Include mixing, transporting, application, and curing plan.
C. RSN 03 81 14-2, Placement Plan: 1. Describe method(s) to be used to place repair material. a. Type and placement of formwork and sequence of installation. b. Show location of chimney(s) to place concrete for repairs to holes. Method(s) for removing material in chimneys after formwork is removed.
1.05 DELIVERY, STORAGE, AND HANDLING
A. In accordance with manufacturer’s instructions.
B. Keep materials in manufacturer’s original, weatherproof, unopened containers and packaging until installation. 1. Clearly label with product name and manufacturer.
C. Store materials in clean, dry conditions.
D. Protect materials to prevent contamination or damage.
E. For site mixed or ready mixed concrete, meet requirements for Section 03 30 00 - Cast- in-Place Concrete.
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1.06 EXISTING CONDITIONS
A. Repair to existing concrete features including the plinth along the upstream toe, wing wall at the left end of the dam and the right spillway approach wall to provide an adequate surface for the geomembrane perimeter seal. 1. Concrete repair locations will be identified by the COR. 2. New concrete will be placed to return the repaired concrete to the original lines and grades.
B. Refer to Section 03 81 10 - Concrete Removal.
1.07 AMBIENT CONDITIONS
A. Ambient and Surface Temperatures: unknown.
B. Exterior Applications: If rain, snow, or excessive moisture is expected during application or within 24 hours after application, protect repairs from freezing and moisture.
PART 2 PRODUCTS
2.01 CONCRETE REPAIR MATERIALS
A. Concrete meeting the requirements of Section 03 30 00 - Cast- in-Place Concrete.
B. Packaged Repair Material. 1. Placements too small for concrete. 2. Suitable for repair thickness. 3. Sikacrete 211, or equal with the following essential characteristics a. Formulated for low shrinkage. b. Durable in exposure conditions. c. Compressive Strength, ASTM C109, 73 degrees Fahrenheit: 1) 1 Day: Minimum 1,000 psi. 2) 7 Days: Minimum 3,000 psi. 3) 28 Days: Minimum 5,000 psi. d. 28 Day Drying Shrinkage, ASTM C157: Less than 0.050 percent. e. Bond Strength, ASTM C882, Modified per ASTM C928, 3-inch by 6-inch slant-shear specimens, Average Slant-Shear Bond Strength: 1) 28 Days: Minimum 1,500 psi. f. Mix components in accordance with manufacturer’s instructions.
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2.02 CURING MATERIALS
A. Refer to Section 03 30 00 - Cast-in-Place Concrete
PART 3 EXECUTION
3.01 GENERAL
A. Cease operations and notify COR if concrete repair operations: 1. Crack concrete to remain in place. 2. Do not resume operations until directed by COR.
B. Coordinate performance of noisy, malodorous, or dusty work with the COR.
C. Do not place repair material until approved by COR.
D. Remove repair material outside of repair area.
E. Clean so repair material is flush with the surface.
F. Repair concrete and reinforcement outside of prescribed removal lines damaged or loosened during cutting and removal operations. 1. Repair or replace as directed by COR.
3.02 CONCRETE REPAIR
A. Remove and prepare concrete in accordance with Section 03 81 10 - Concrete Removal.
B. Shallow repairs: 1. For defects where less than 1/3 circumference of reinforcing steel are exposed. 2. Where needed, shape repair area to prevent trapping air in placement. 3. Use materials suitable for thickness of repair and as approved. 4. Contain materials with formwork as needed. 5. For stiff repair materials, thoroughly pack material into void and rub over area with a sponge rubber float or steel trowel to fill defects.
C. Bring concrete to saturated-surface-dry (SSD) moisture condition before placement of repair material. Ensure surface moisture conditions meet repair material requirements.
D. Apply repair materials. 1. Remove standing water. 2. Mix components as approved.
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3. At locations indicated on drawings, or as directed by COR. 4. Follow approved application instructions: 5. For vertical and overhead repair (stiff) material, apply repair material with sufficient pressure to ensure intimate contact with substrate. 6. For horizontal repair materials or repair materials contained by formwork, use placement methods to ensure intimate contact of repair material with substrate. a. Remove forms when repair mortar has reached sufficient strength, so it is not damaged by form removal.
3.03 CURING
A. Packaged repair material: 1. Follow manufacturer’s instructions.
B. Concrete: 1. Refer to Section 03 30 00 - Cast-in-Place Concrete
3.04 FINISHING
A. Refer to Section 03 30 00 - Cast-in-Place Concrete.
3.05 PROTECTION
A. Protect from direct sunlight, wind, and other conditions that could cause rapid drying.
B. Protect from damage or deterioration during project.
3.06 DISPOSAL
A. Dispose of removed materials in accordance with Section 01 74 00 - Cleaning and Waste Management.
END OF SECTION
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SECTION 03 81 16 CHEMICAL GROUT FOR VOID FILLING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Chemical Grout for Void Filling: 1. Measurement: Gallons of grout installed. 2. Payment: Unit price offered in Price Schedule A. a. Price to include chemical grout material, dry oakum jute, installation, curing, cleaning, any additives, and grouting. b. Includes cost of drilling holes through steel and repairing holes with threaded stainless-steel plugs.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (USBR) 1. USBR M-47 Guide to Concrete Repair, 2015
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 81 16-1, Chemical Grout for Voids: a. Manufacturer’s product data for grout material. b. Manufacturer’s certification that grout is suitable for intended service conditions and exposure. c. Manufacturer’s environmental, storage, preparation, mixing, installation, and cleanup instructions for grout material. d. Grout plans to include location of all drilled holes for injection and venting, method of drilling holes in new steel faceplates and expansion joint crossing cover plates, equipment, ports and/or packers to inject grout into cracks, method of port removal, and method of repairing holes after port removal.
C. RSN 03 81 16-2, Qualifications: a. Include project names and locations of past similar work, and type and quantity of chemical grout applied.
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1.04 QUALIFICATIONS
A. Minimum of 3 successfully completed chemical grout injection projects within the past 5 years.
B. Trained for application of chemical grout material.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to jobsite in manufacturer’s original unopened packaging with labels and seals intact.
B. Store materials in protected area in accordance with manufacturer’s instructions.
C. Store sufficient quantities of components onsite to not delay grouting operations.
1.06 EXISTING CONDITIONS
A. Two locations on the steel faceplate with depressions to be repaired with steel cover plates have been identified on the drawings. Chemical grout will be used to fill the void space between the existing indented steel faceplate and the new cover plates. The chemical grout is intended to support the new steel cover plates.
B. Chemical grout will be used to fill the lower expansion joint assembly interiors once fabricated and installed. The chemical grout is used to limit seepage that might form in the expansion joint crossing assembly welds.
1.07 ENVIRONMENTAL REQUIREMENTS
A. Install materials within temperature limits specified by materials manufacturer.
B. Comply with material manufacturer’s environmental restrictions.
PART 2 PRODUCTS
2.01 MATERIALS
A. Chemical Grout: 1. MasterRoc MP 355, manufactured by BASF, www.master-builders- solutions.basf.us, or equal with the following essential characteristics: a. Two-component hydrophobic polyurethane. b. Solvent free. c. Expansion: approximately 2000 percent. d. Viscosity: 400 cps maximum.
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B. Oakum jute: AV-219 Fibrotite, manufactured by Avanti International; or equal, with the following essential characteristics: 1. Minimum: 7-strand. 2. 1-1/4 to 1-1/2 turns per foot. 3. 1- to 2-inch nominal diameter.
C. Injection Ports: 1. QC8-HP, manufactured by Strata-Tech, www.strata-tech.com, or equal with the following essential characteristics: a. 3/8-inch diameter. b. 2-inch nominal length. c. Zerc fitting with check ball or other backflow preventer.
PART 3 EXECUTION
3.01 GENERAL
A. Perform chemical grout injection only after all welding has been completed.
3.02 PREPARATION
A. Drill 3/8-inch diameter holes in new steel cover plates and lower expansion joint crossing assemblies to facilitate chemical grout injection and venting.
B. For new steel cover plates: 1. Space injection and vent holes no more than 4-feet apart or as approved by the COR. 2. Injection holes shall be located as low as practical. 3. Vent holes shall be located as high as practical. 4. Ballast weight to prevent uplift.
C. For expansion joint crossing assemblies: 1. Drill one injection hole near the bottom of the crossing assembly. 2. Drill one vent hole near the top of the crossing assembly.
D. Install injection ports at lowest level of injection location as indicated in approved grout plan. 1. Leave higher sets of drill holes open to facilitate chemical grout and air venting.
E. Obtain approval from COR before injecting grout.
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3.03 INSTALLATION
A. Equipment: 1. Grout pump: a. Mechanically driven, not hand operated, specifically for viscous materials: b. Two-component pump capable of pumping grout components at proper ratio. c. Output: At least 1.0 gpm. d. Output pressure: At least 1000 psi.
B. Chemical grouting: 1. Mix and install grout according to manufacturer’s instructions. Use catalysts and/or accelerators as appropriate. 2. Just prior to injection, pump grout through grout line(s), into a suitable container and activate grout to confirm grout is proportioned to properly react and cure. 3. Start injection at lowest point of work across and up. a. Attach injection lines to lowest injection port. Proceed across and upward. b. When grout is visible at adjacent port(s), or at next highest set of drill holes, stop injection. 1) Fit blank drill holes or injection ports with zerc fitting or other backflow preventer to contain grout. c. Proceed to next appropriate injection port. d. If excessive grout leaks from seams, cracks, or other defects, plug leak with oakum as directed by COR. 4. Continue injection until voids are completely filled with grout. a. Keep injection port valves closed and in-place until grout is cured.
C. Injection pressure: 1. Use lowest practical injection pressure to accomplish the work. 2. Maximum injection pressure: Base pressure plus 20 psi. a. Do not exceed maximum injection pressure unless higher pressure is approved by COR. 3. Base pressure: a. Determine for each grout material prior to injection. b. Measure pressure measured at pump or other suitable location as approved by the COR.
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c. Assemble grout, grout pump, grout lines, and grout injection gun as will be used during grouting operations and attach grout gun to injection port similar to those in drilled holes. d. Determine base pressure needed to move grout through grout lines, injection gun, and injection port at appropriate quantity. 4. Cease operations immediately if chemical grout injection deform steel plating and notify COR. a. Do not resume operations until directed by COR. 5. Notify COR if quantity of injected resin is larger than expected at any time.
D. Remove injection ports after grout is cured.
3.04 REPAIR
A. Remove defective or contaminated grout and replace grout.
B. After grouting, repair drill holes using threaded stainless-steel plug.
3.05 CLEANING
A. Remove excess grout and soiling from adjacent surfaces.
END OF SECTION
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SECTION 03 81 17 CHEMICAL GROUT FOR CONCRETE CRACK REPAIR
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Drilling Holes for Chemical Grout Repair: 1. Measurement: Number of holes drilled and grouted. 2. Payment: Unit price offered in Price Schedule A. a. Includes drilling hole, installing port, connection for injecting grout, and plugging hole after grouting.
B. Chemical Grout for Concrete Crack Repair: 1. Payment: Lump-sum price offered in Price Schedule A. a. Price to include chemical grout material, dry oakum jute, installation, curing, cleaning, any additives, and grouting.
1.02 REFERENCE STANDARDS
A. Bureau of Reclamation (USBR) 1. USBR M-47 Guide to Concrete Repair, 2015
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 03 81 17-1, Chemical Grout for Crack Repair: a. Manufacturer’s product data for grout material and dry oakum jute. b. Manufacturer’s certification that grout is suitable for intended service conditions and exposure. c. Manufacturer’s environmental, storage, preparation, mixing, installation, and cleanup instructions for grout material. d. Grout plans to include method of drilling holes, equipment, ports and/or packers to inject grout into cracks, method of port removal, and method of filling holes after port removal.
C. RSN 03 81 17-2, Qualifications: a. Include project names and locations of past similar work, and type and quantity of chemical grout applied.
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1.04 QUALIFICATIONS
A. Minimum of 3 successfully completed chemical grout injection projects within the past 5 years.
B. Trained for application of chemical grout material.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to jobsite in manufacturer’s original unopened packaging with labels and seals intact.
B. Store materials in protected area in accordance with manufacturer’s instructions.
C. Store sufficient quantities of components onsite to not delay grouting operations.
1.06 EXISTING CONDITIONS
A. Existing concrete consists of cement, sand, and broken rock or gravel.
B. Reinforcing steel in existing concrete features are shown on the reference drawings in Section 52 00 00.
C. It is expected that some of the concrete plinth at the upstream toe of the dam has been damaged. 1. Where it is determined that the damaged concrete does not need to be removed, chemical grout will be used to seal the concrete cracks as directed by the COR.
1.07 ENVIRONMENTAL REQUIREMENTS
A. Install materials within temperature limits specified by materials manufacturer.
B. Comply with material manufacturer’s environmental restrictions.
PART 2 PRODUCTS
2.01 MATERIALS
A. Chemical Grout: 1. AV-248-LV, manufactured by Avanti International, www.avantigrout.com 2. Spetec PUR F400, manufactured by Alchemy-Spetec, www.alchemy-spetec.com. 3. Use one of the above products or equal with the following essential characteristics: a. Hydrophobic polyurethane.
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b. Viscosity: 400 cps maximum. c. Elongation: 100 percent minimum. d. Cured Tensile Strength: 150 psi minimum.
B. Oakum jute: AV-219 Fibrotite, manufactured by Avanti International; or equal, with the following essential characteristics: 1. Minimum: 7 strand. 2. 1-1/4 to 1-1/2 turns per foot. 3. 1- to 2-inch nominal diameter
C. Accessories: Injection ports with valves or other back-flow preventer.
PART 3 EXECUTION
3.01 GENERAL
A. Cease operations and notify COR if concrete drilling operations: 1. Contact unexpected embedded items. 2. Causes additional concrete damage.
B. Do not resume operations until directed by COR.
3.02 PREPARATION
A. Offset drill holes along cracks to intercept cracks at least 6-inches from surface or as approved by COR.
B. Space holes every 6-inches or as approved by the COR.
C. Drill holes on alternating sides of cracks and at opposing angles to ensure intersection.
D. Diameter of hole appropriate for injection ports.
E. If rebar is encountered, adjust location of hole to miss rebar.
F. Install injection ports as indicated in approved grout plan.
G. Prior to injecting grout, flush water through ports to ensure connection of port to crack and to clean debris from port hole and crack. 1. Flush until water is clean. 2. Do not exceed 100 psi for flushing unless approved by COR.
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3. Cease operations immediately if water injection causes concrete cracking or damage and notify COR. Do not resume operations until directed by COR.
H. Obtain approval of grout preparation from COR before injecting grout.
3.03 INSTALLATION
A. Equipment: 1. Grout pump: a. Mechanically driven, not hand operated, specifically for viscous materials: b. Capable of pumping grout component(s) at proper ratio. c. Output: At least 1.0 gpm. d. Output pressure: At least 1000 psi.
B. Chemical grouting: 1. Mix and install grout according to manufacturer’s instructions. Use catalysts and/or accelerators as appropriate. 2. Just prior to injection, pump grout through grout line(s), into a suitable container and activate grout to confirm grout is proportioned to cure. 3. Start injection at lowest point of crack and work across and up. a. Attach injection lines to lowest injection port. Proceed across and upward. b. When grout is visible at adjacent port(s), or at edge of crack, close injection port valve attached to injection lines. c. If excessive grout leaks from cracks, plug cracks with oakum as directed by COR. d. Proceed to next appropriate injection port. e. Keep injection port valves closed and in-place until grout is cured.
C. Injection pressure: 1. Use lowest practical injection pressure to accomplish the work. 2. Maximum injection pressure: Base pressure plus 500 psi. a. Do not exceed maximum injection pressure unless higher pressure is approved by COR. 3. Base pressure: a. Determine for each grout material prior to injection. b. Measure pressure at pump or other suitable location as approved by the COR.
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c. Assemble grout, grout pump, grout lines, and grout injection gun as will be used during grouting operations and attach grout gun to injection port similar to those in drilled holes. d. Determine base pressure needed to move grout through grout lines, injection gun, and injection port at appropriate quantity. 4. Cease operations immediately if chemical grout injection cause cracking of concrete and notify COR. a. Do not resume operations until directed by COR. 5. Notify COR if quantity of injected resin is larger than expected at any time. D. Remove injection ports after grout is cured.
3.04 REPAIR
A. Remove defective or contaminated grout. 1. Clean and replace grout.
B. After grouting, repair drill holes using dry pack method in accordance with USBR M-47. 1. Repair to depth of 3 inches, to depth of open hole after grout port is removed, or to depth of top of cured grout in hole, whichever is greater.
3.05 CLEANING
A. Remove excess grout and soiling from adjacent surfaces.
END OF SECTION
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SECTION 05 50 00 METAL FABRICATIONS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Steel Faceplate Repair (< 1/8” cracks): 1. Measurement: Number of cracks repaired regardless of length with an aperture less than 1/8” wide. 2. Payment: Unit price offered in Price Schedule A. a. Includes caulking material and/or welding. B. Steel Faceplate Repair (1/8” to 1/4” cracks): 1. Measurement: Number of cracks repaired regardless of length with an aperture from 1/8” to 1/4” wide. 2. Payment: Unit price offered in Price Schedule A. a. Includes backing rod and welding. C. Steel Faceplate Repair (> 1/4” cracks): 1. Measurement: Number of cracks repaired regardless of length with an aperture greater than 1/4” wide. 2. Payment: Unit price offered in Price Schedule A. a. Includes steel patching materials, backing rod and welding. D. Removal of Projections from the Existing Steel Faceplate: 1. Measurement: Number of projections removed from the existing steel faceplate extending more than 1/2" from the surface, including any sharp or rough projection that might damage the geomembrane lining. 2. Payment: Unit price offered in Price Schedule A. a. Includes cutting, grinding and disposal of steel projections. b. Includes removal of existing projections and temporary attachments installed by the Contractor. c. Includes removal, repair, and grinding of existing follow plate, located at base of steel faceplate, at locations where the edge of the follow plate has upward projections or at locations specified herein, to ensure proper installation of the lower perimeter seal. E. Cutting Steel Faceplate:
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1. Measurement: Length of cutting required for steel faceplate repairs or for other features not identified in other sections of these Specifications. 2. Payment: Unit price offered in Price Schedule A. a. Includes: Disposal of removed material. F. New Mild Steel Faceplate for Repairs: 1. Measurement: Total weight of metalwork furnished and installed, including nonmetallic materials as specified. 2. Payment: Unit price offered in Price Schedule A. a. Includes new steel faceplate materials used to replace bulged areas or to cover indented areas or for other features not identified in other sections of these Specifications and cost of welding to the existing steel faceplate. b. Includes temporary supports where new steel faceplate materials are installed over indents as shown on the drawings. G. Expansion Joint Cover Plates: 1. Measurement: Total weight of metalwork furnished and installed, including nonmetallic materials as specified. 2. Payment: Pound price offered in Price Schedule A. a. Includes new steel materials used to cover the existing steel faceplate expansion joints. Includes cost of skip welding to the existing steel faceplate and tack welding at plate butt splices.
H. For A through G above, measurement and payment do not include measurement and payment for the following: 1. Stiffener plates, plates for expansion joint crossing assemblies at upper and lower seal locations, and cover plates for geomembrane drains. Refer to Section 31 32 36 - Geomembrane Composite. 2. Stainless steel components and fasteners required for installation of the geomembrane lining system. Refer to Section 31 32 36 - Geomembrane Composite. 3. Steel components and fasteners required for retro-fit waterstops. Refer to Section 03 15 14 – PVC Retro-Fit Waterstop. 4. Removal and disposal of hazardous materials as required for existing steel faceplate. Refer to Section 02 83 30 - Removal and Disposal of Coatings Containing Regulated Materials.
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1.02 DEFINITIONS
A. Miscellaneous Metalwork: Where either shown on the drawings or specified elsewhere in this section or these specifications, “miscellaneous metalwork” means metal fabrications as used in this section.
1.03 REFERENCE STANDARDS
A. American Institute of Steel Construction (AISC) 1. AISC 325-17 Steel Construction Manual, 15th Edition
B. American Society of Mechanical Engineers (ASME) 1. ASME B1.1-2003(2008) Unified Inch Screw Threads (UN and UNR Thread Form) 2. ASME B18.22.1-1965(R2008) Type A Plain Washers
C. ASTM International (ASTM) 1. ASTM A36/A36M-12 Carbon Structural Steel 2. ASTM A276/A276M-17 Stainless Steel Bars and Shapes 3. ASTM F593-17 Stainless Steel Bolts, Hex Cap Screws, and Studs 4. ASTM F594-09(2015) Stainless Steel Nuts 5. ASTM F844-07a(2013) Washers, Steel, Plain (Flat), Unhardened for General Use
D. American Welding Society, Inc. (AWS) 1. AWS D1.1/D1.1M-15 Structural Welding Code – Steel 2. AWS D1.6/D1.6M-17 Structural Welding Code – Stainless Steel
E. Society for Protective Coatings (SSPC)/NACE International (NACE) 1. SSPC-SP 1-2015(r2016) Solvent Cleaning 2. SSPC-SP 2-2018 Hand Tool Cleaning 3. SSPC-SP 3-2018 Power Tool Cleaning 4. SSPC-SP 6/NACE 3-2007 Commercial Blast Cleaning 5. SSPC-SP 7/NACE 4-2007 Brush-Off Blast Cleaning
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals: 1. Required submittals pertain only to the following items of metalwork:
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a. Plates, bars, and shapes.
B. RSN 05 50 00-1, Approval Drawings and Data (Government Format): 1. Installation Drawings: a. Layout showing locations of plates and plate supports and include: 1) Controlling dimensions, marking and position of each plate or support to be installed. a) Keep plate or support designations to minimum practicable. 2) Size, type, location, and special surface preparation requirements for field welds, including filler metal data and required shielding gases or fluxes. 3) Identify flexible sealant for repairing steel faceplate cracks/tears with an aperture less than 1/8”. b. Product Data: 1) Product data sheet for stud bolts and toggle anchors. 2. Shop Drawings: a. Detail plates, bars, shapes, and connections. 1) Include welding and anchor details such as material type, size, locations, and spacings. b. Show controlling dimensions, type and grade of material, and type of finish for each plate, bar, and shape, including edge planning and preparation details for all shop and field welds. 3. Bill of Materials: a. Show number of pieces required for faceplate reparations; description of each piece including mark number, size, length, and weight; and drawing number for shop detail of that piece. b. Summarize weights into a subtotal for the various pieces; a subtotal for stud bolts, toggle anchors, nuts, and washers; and a total weight for the faceplate reparations.
C. RSN 05 50 00-2, Test Reports: 1. Certified mill test reports of chemical analyses and physical tests of both carbon steel and stainless steel plates, bars, and shapes for Government review and use. 2. Show customer and mill order and weights or quantities of materials furnished represented by tests.
D. RSN 05 50 00-3, Steel Faceplate Inspection and Reporting:
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1. Contractor to provide inspection documentation of the steel faceplate inspection. Findings from the inspections to be used to locate and characterize the existing cracks/tears needing repair. 2. Documentation shall tabulate the station location and elevation of each faceplate flaw. 3. The flaws shall be characterized as: a. Cracks/tears less than 1/8” in aperture. b. Cracks/tears 1/8” up to 1/4” in aperture. c. Cracks/tears greater than 1/4” in aperture. 4. Provide a drawing of the steel faceplate showing locations of the cracks/tears.
E. RSN 05 50 00-4, Final Drawings (Government Format): 1. Detail shop drawings, installation drawings, and bill of materials. a. Include lengths and sizes of welds in bill of materials. b. Include total number of stud bolts and toggle anchors. 2. Show revisions and changes made up to time fabrication are completed.
1.05 QUALIFICATIONS
A. Qualify welds in accordance with AWS D1.1 and D1.6.
1.06 DELIVERY, STORAGE, AND PROTECTION
A. Protect from corrosion, deformation, and other types of damage.
B. Store items in an enclosed area free from contact with soil and weather.
C. Remove and replace damaged items with new items.
1.07 EXISTING CONDITIONS
A. The existing steel faceplate at upstream face of dam is damaged, as evident by the varying number and degree of cracks/tears and corrosion throughout. 1. In addition, there are several areas in which the faceplate has significant bulges and depressions needing repair prior to geomembrane lining installation.
B. The corroded faceplate materials are present throughout the faceplate area. Cracks and tears in the steel faceplate are mostly located near the V-shaped expansion joints and horizontal faceplate panel seams. 1. Localized thinning and pitting are present throughout the faceplate area.
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2. The faceplate has lead-based primer and coatings with varying amounts and degrees of hazardous materials. Coatings are mostly removed from corrosion and wave action. Some coatings are mostly intact above the ordinary high-water mark (El 6890) and where fill and sediment cover the steel faceplate along the upstream toe of the dam.
C. Steel faceplate inspections ultrasonic thickness measurements completed in 2014 by the Government are included in Section – 51 00 00 Information to Bidders.
D. Findings from a geomembrane attachment welding field trial completed in 2018 are included in Section – 51 00 00 Information to Bidders.
PART 2 PRODUCTS
2.01 MATERIALS
A. Structural Steel: 1. Plates and Bars: ASTM A36. 2. Shapes: ASTM A36.
B. Stainless Steel: 1. Plates and Bars: ASTM A276, Type 304 or 316.
C. Arc-Welding Electrodes: 1. Use filler metal and shielding gases suitable for base materials, positions, and other conditions. 2. Filler metal and required shielding gases or fluxes: AWS D1.1 and D1.6. 3. Use filler metal with a minimum tensile strength of 70,000 psi for steel. a. Wire for shop welds (mild steel to stainless steel): solid core 309L, size 045. b. Wire for field welds (mild steel to mild steel): solid core 70S6, size 045.
D. Stainless Steel Stud Bolts, Nuts, and Washers: 1. Stud bolts: ASTM F593, Type 304, 308L, or 316. a. Thread: ASME B1.1, continuously threaded (all-thread). b. Suitable for end welding to steel with automatically timed stud- welding equipment. 2. Nuts: ASTM F593, Type 304, 308L, or 316.
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3. Washers: Type 304, 308L, or 316, conforming to dimensions meeting the requirements of ASME B18.22.1, Type A Plain.
E. Stainless Steel Toggle Anchors, Nuts, and Washers: 1. Toggle anchors: Commercial quality, Type 304 or 316. a. T-anchor, wing, or flip toggle type. b. Thread: ASME B1.1, continuously threaded (all-thread). c. Size: 3/8-inch-diameter. 2. Nuts: ASTM F593, Type 304 or 316. 3. Washers: Type 304 or 316, conforming to dimensions meeting the requirements of ASME B18.22.1, Type A Plain.
2.02 FABRICATION
A. Where details of design or fabrication are not specified or indicated on drawings, fabricate in accordance with AISC 325. 1. Expansion joint crossing assemblies for lower seals: a. Field measure and custom cut triangular-shaped plates to best fit the shape of the expansion joint channel. Size plates to fit on slope as shown on drawings and to allow a root opening for welding. b. Field measure and custom cut plate across expansion joint to best fit flush with top of expansion joint. Size plates to allow a root opening for welding. c. Cut 1/8-inch bevel at plate edges to be welded to existing expansion joint plate. The bevel should be on top face of plates, suitable for welding from a top position. 2. Stiffener plates for lower seals: a. Fabricate plates to widths and lengths shown on drawings. b. Ensure existing steel surfaces are prepared to bare metal and new plates are cleaned before welding. 3. Expansion joint crossing assemblies for upper seals: a. Field measure and custom cut triangular-shaped plates to best fit the shape of the expansion joint channel. Size plates to fit perpendicularly in channel as shown on drawings and to allow a root opening for welding (on one side only). b. Field measure and custom cut plate across expansion joint to best fit flush with top of expansion joint. Size plates to allow a root opening for welding (on one side only).
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c. Cut 1/8-inch bevel at plate edges to be welded to existing expansion joint plate (on one side only). The bevel should be on top face of plates, suitable for welding from a top position.
B. Fabricate metalwork in accordance with AISC 325 and these specifications. 1. Perform welding and related work in accordance with AWS D1.1 and D1.6. 2. Straight and free from sharp kinks and bends.
C. If straightening is necessary, use methods that do not injure the metal.
D. After shop work completion and before installation, if required, clean material of rust, loose scale, dirt, oil, grease, slag from welded areas, and other foreign substances.
E. Shearing and Cutting: 1. Shear and cut accurately. 2. Neatly finish work to be exposed to view.
F. Fillet copes and reentrant cuts before cutting.Welding: 1. Perform welding and related work in accordance with AWS D1.1 and D1.6. 2. Interpret welding terms in accordance with AWS definitions. Use welding symbols shown on drawings that comply with AWS symbols. 3. Processes and Gas Mixtures: a. Shop welds (mild steel to stainless steel): Gas Metal Arc Welding (GMAW), aka MIG (metal inert gas), or RMD (Regulated Metal Deposition), with gas mixture of 90% Helium/7.5% Argon/2.5% Carbon Dioxide. b. Field welds (mild steel to mild steel): GMAW-P (aka MIG-Pulse) or RMD, with gas mixture of 90% Argon/10% Carbon Dioxide. 4. Fillet Welds: a. Of sizes shown on drawings. b. Continuous or intermittent (skip) welds as noted on drawings. c. In such a manner that residual shrinkage stresses will be reduced to a minimum. d. For expansion joint crossing assemblies for lower seals, provide a continuous, double-pass weld all around for the triangular-shaped plates (for expansion joint channel) and for the plate across the expansion joint channel.
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1) Prior to welding, prepare existing steel surfaces to bare metal and properly clean new plates to be welded. 2) Ensure welds create a watertight condition between the new plates and the existing expansion joint plate. e. For upper and lower stiffener plates at each expansion joint crossing assembly, provide a continuous, single-pass weld on both sides and weld ends of stiffener plates to crossing assembly plate. Allow for a 1-inch overlap between stiffener plate ends and plate assembly as shown on drawings. 1) Prior to welding, prepare existing steel surfaces to bare metal and clean new plates to be welded. 2) Provide a welded connection to ensure a watertight condition exists between the new plates and the existing expansion joint plate. f. For expansion joint crossing assemblies for upper seals, provide a continuous, double-pass weld all around (on one side only, as shown on drawings) for the triangular-shaped plates in channel and the plate across the expansion joint channel. 1) Prior to welding, prepare existing steel surfaces to bare metal and properly clean new plates to be welded. 2) Ensure welds (on one side only) create a watertight condition between the new plates and the existing expansion joint plate. 5. Stress-relieving Treatment: Not required.
2.03 CONTRACTOR SOURCE QUALITY TESTING
A. Inspect component parts and welds to determine conformance to drawings, procedures, overall workmanship, weld contour, weld size, and any other pertinent items.
B. Shop Welds: 1. Ensure all welds used for stainless steel (new) to mild steel (new) plate connections are performed in the shop. 2. Perform all continuous and intermittent (skip) welding in accordance with the contract drawings. 3. Perform inspections and tests in accordance with AWS D1.1 and D1.6. 4. Visually inspect entire length of welds (continuous or intermittent) in accordance with AWS D1.1 and D1.6. 5. Standards of Acceptance: AWS D1.1 and D1.6.
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6. When welds are found to be defective, repair welds in accordance with AWS D1.1 and D1.6 and reexamine welds to ensure adequacy of repairs.
C. Field Welds: 1. Perform all welds for mild steel (new) to mild steel (existing) plate connections in the field. 2. Perform all continuous and intermittent (skip) welding in accordance with the contract drawings and these specifications. 3. Perform inspections and tests in presence of COR and in accordance with AWS D1.1 and D1.6. Notify COR 14 days prior to inspections and tests. 4. Visually inspect entire length of welds (continuous or intermittent) in accordance with AWS D1.1 and D1.6. 5. Standards of Acceptance: AWS D1.1. 6. When welds are found to be defective, repair welds in accordance with AWS D1.1 and D1.6 and reexamine welds to ensure adequacy of repairs. 7. Tack weld plates at butt splices, at corners of plates, and at locations shown on drawings, as required to hold down plates for welding or to keep plates from bowing upward.
D. Maintain permanent information records of component parts such as material specifications, mill test reports, welding procedures, welder’s, tacker’s, and inspector’s identification and qualifications, types of inspections, inspector’s test results and records of visual nondestructive testing.
E. Inspect component parts and welds to determine conformance to drawings, procedures, overall workmanship, weld contour, weld size, and any other pertinent items.
2.04 QUALITY ASSURANCE
A. Government inspection of materials at mill may be waived subject to Section 01 60 00 - Product Requirements.
PART 3 EXECUTION
3.01 PREPARATION
A. Where locations and dimensions of miscellaneous metalwork shown on drawings are tentative or subject to change dependent upon existing site conditions, confirm locations and dimensions prior to fabrication. 1. Expansion joint crossing assembly at lower seal locations:
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a. Prior to fabricating plates, field measure the joint width at top and the shape of expansion joint channel at the required plate angle shown on drawings, to ensure a best custom fit cut for the triangular-shaped plates and plate crossing the joint. b. Size and cut plates for expansion joint crossing assembly to account for a sloped fit as shown on drawings and an adequate root opening for welding. c. Prior to welding, ensure the existing joint plate is prepared to bare metal and the new plates, including the stiffener plates, are cleaned properly. 2. Expansion joint crossing assembly at upper seal locations: a. Prior to fabricating plates, field measure the joint width at top and the shape of expansion joint channel at the required plate angle shown on drawings, to ensure a best custom fit cut for the triangular-shaped plates and plate crossing the joint. b. Size and cut plates for expansion joint crossing assembly to account for a sloped fit as shown on drawings and an adequate root opening for welding. c. Prior to welding, ensure the existing joint plate is prepared to bare metal and the new plates are cleaned properly.
3.02 FACEPLATE INSPECTION
A. Prior to any faceplate repair work, the Contractor shall perform an inspection of the entire steel faceplate above elevation 6785 to locate and characterize existing flaws/cracks/tears needing repair. 1. Documentation shall tabulate the dam axis station location and elevation of each faceplate flaw. 2. The flaws shall be characterized as follows: a. Cracks/tears less than 1/8” in aperture. b. Cracks/tears less between 1/8” and 1/4” in aperture. c. Cracks/tears greater than 1/4” in aperture. 3. Provide a drawing of the steel faceplate showing location of the cracks/tears.
B. Provide inspection documentation to COR prior to making steel faceplate repairs.
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3.03 SURFACE PREPARATION
A. Prior to making steel faceplate reparations, remove and dispose of rust and other materials from exposed surfaces in accordance with Section 02 83 30 – Removal and Disposal of Coatings Containing Regulated Materials. 1. For structural/watertight welds: a. Prepare existing steel faceplate surfaces to bare metal prior to welding at the following locations: 1) Expansion joint crossing assemblies. 2) Stiffener plates. 3) Attachment to tensioning profiles. 4) Any welded stud bolt used to create a watertight seal. 5) New steel plate connections required for bulge and indentation repairs. 6) Drain covers. 7) Cover plates for Phase I backfill grouting access. 2. Non-Structural and Faceplate Repair Welds: a. Prepare existing steel faceplate surfaces to facilitate worker safety and to ensure that coating removal does not burn or cause a worker safety inhalation issue prior to welding at the following locations: 1) Expansion joint covers (including tack welds). 2) Steel faceplate repairs (cracks/tears). 3) Removal of existing faceplate projections. 4) Temporary attachments. 5) Drilling holes. 6) Tack welding cover plates for Phase II grout hole covers.
B. Clean and prepare new steel plates and existing faceplate surfaces prior to welding in accordance with these specifications, SSPC-SP 1, SSPC-SP 2, SSPC-SP 3, SSPC-SP 6 (NACE 3), or SSPC-SP 7 (NACE 4), using best methods and practices to ensure proper field welding is performed for both structural/watertight welds and non-structural welds.
C. Clean and prepare new steel plates and existing faceplate surfaces to clean metal prior to injecting chemical grout in accordance with SSPC-SP 1, SSPC- SP 2, or SSPC-SP 3.
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D. Remove projections from the existing steel faceplate that extend more than 1/2" from the surface, including any sharp or rough projection that might damage the geomembrane lining.
3.04 FACEPLATE REPARATIONS
A. Make all steel faceplate crack repairs prior to backfill grouting the steel faceplate. Backfill grouting shall be in accordance with Section 03 60 10 – Backfill Grouting.
B. Steel faceplate crack repairs: 1. For cracks with less than 1/8-inch aperture: Fill crack using flexible sealant or caulking. 2. For cracks with more than 1/8-inch but less than ¼-inch aperture: Fill cracks with steel backing rod and weld closed. 3. For cracks with apertures greater than ¼-inch: Patch with new ¼-inch steel plate, welded all-around with continuous 1/8-inch fillet weld.
C. Steel faceplate repair at existing bulge (at Station 2+75): 1. Cut out bulge in existing steel faceplate at location shown on drawings. Use cutting torch and dispose of removed steel. The extent of cutout should be such that the new steel plate bears flat on the existing faceplate. 2. Attach new ¼-inch steel plate atop existing steel faceplate after surface preparation is performed as described in 3.03 above. Ensure the new plate overlaps cutout opening in existing faceplate by at least 3 inches. a. Field weld new plate to existing faceplate with continuous 1/8-inch fillet weld all around. b. The new steel plate may be fabricated of various sizes and spliced in field as required for ease of handling or installation. Use backing bars and butt weld joints at splice locations and grind welds smooth.
D. Steel faceplate repairs at existing depressions (indentations): 1. Cut new steel channel sections (C6x8.2) to support new steel plate covering each depression. Channel supports of varying lengths shall be field welded to the existing faceplate to provide a flush surface with the surrounding faceplate. 2. For each depression, field locate channel supports as required to support new ¼-inch plate such that the plate does not deflect more than ¼-inch under a uniform live load of 50 pounds-per- square foot. 3. Attach new ¼-inch steel plate atop existing steel faceplate after surface preparation is performed as described in 3.03 above.
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a. The extent of new plate should be such that it bears flat on and overlaps the existing faceplate by at least 3 inches. b. Ensure channel supports are plumb with top ends cut such that the new plate can bear fully on the supports. No weld is required between new plate and channel supports. c. Field weld new plate to existing faceplate with continuous 1/8-inch fillet weld all around.
E. Follow plate repairs at existing upward projections: 1. The existing follow plate located at the toe of dam, where it covers the steel faceplate embedded into the concrete plinth as shown on Reference Drawing No. 163-OA-518-100, shall be removed where the plate is deformed or warped such that it might damage the geomembrane composite during installation. 2. The existing steel follow plate may be removed with a torch, cutoff wheel, or other saw equipment. a. Only remove portions of the follow plate that might damage the geomembrane composite. b. Grind to remove sharp edges and corners. 3. Do not damage the concrete plinth or steel faceplate during removal of the follow plate. 4. At locations where the lower perimeter seal transitions from the concrete plinth onto the existing steel faceplate, the entire steel follow plate may be removed to create a better watertight seal at this transition. Bolts and nuts used to secure the follow plate may be removed as approved by the Government onsite representative.
F. The new steel plate may be fabricated of various sizes and spliced in field as required for ease of handling or installation. Use backing bars and butt weld joints at splice locations and grind welds smooth. 1. Installation: a. Install plates, bars, and shapes at locations and as shown on drawings. b. Layout plate sections on site and make necessary cuts in field to ensure plates are continuous. Ensure plate edges are ground smooth around cuts. c. If plates are installed in sections, ensure adjacent plates butt tight against each other prior to installation. 2. Correct any misalignment or misfit attributable to installation method by adjusting installation method as necessary to eliminate the problems.
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3.05 CHEMICAL GROUT FOR VOID FILLING
A. Where shown on the drawings, fill spaces under depression cover plates and interior of lower expansion joint crossing assemblies completely as required with chemical grout in accordance with Section 03 81 16– Chemical Grout for Void Filling. 1. Complete all welding work prior to injecting chemical grout.
3.06 STUD BOLT WELDING AND TESTING
A. Install stud bolts to new steel plates or existing steel faceplate using automatically timed stud-welding equipment, as required for installing stainless steel batten strips, attachments for tensioning profiles, or other stainless steel components required for complete installation of the geomembrane lining. 1. At spacings shown on drawings. 2. As truly perpendicular to plates as possible. 3. Replace stud bolts that are skewed, out of alignment, or not suitable for installing the stainless steel batten strips, attachments for tensioning profiles, or other components required for complete installation of the geomembrane lining. 4. In concurrence with the onsite Government representative, skewed stud bolts that are in alignment may be straighten in accordance with manufacturer’s recommendations, provided the bolt threads are not damaged and the bolt meets the specified test requirements.
B. After installing stud bolts but prior to installing the geomembrane lining, test stud bolts as follows: 1. For stud bolts required to install the lower seals: a. Apply a torque equal to 125 percent of the geomembrane manufacturer’s recommended torque for installing the geomembrane. b. Number of stud bolts to be tested: 100 percent. 2. For stud bolts required to install attachments for tensioning profiles: a. Apply a torque equal to 125 percent of the geomembrane manufacturer’s recommended torque for installing the geomembrane. b. Number of stud bolts to be tested per attachment: 50 percent. 3. For stud bolts required to install geomembrane lining at locations other than the lower seals and attachments: a. Apply a torque equal to 125 percent of the geomembrane manufacturer’s recommended torque for installing the geomembrane. b. Number of stud bolts to be tested: 25 percent, evenly distributed.
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4. For stud bolts that fail the initial test: a. Replace with new stud bolt at same location and remove any weld residue and clean surface prior to welding. b. Apply same torque as before. c. Replace stud bolts that fail the second test with stainless steel toggle anchors.
3.07 TOGGLE ANCHOR INSTALLATION
A. Stainless steel stud bolts are to be used as the primary fastener for installing the geomembrane lining.
B. Stainless steel toggle anchors may be used only at locations where stud bolts have failed the second test described above or unless otherwise approved. 1. For toggle anchor installations, drill hole through existing faceplate at same location where stud bolts failed. a. Holes shall be of size recommended by the anchor manufacturer. 2. Remove grout below faceplate as required to install toggle anchor. 3. Install toggle anchors in accordance with the manufacturer’s instructions. a. Tighten anchors as recommended by manufacturer and to compress the sealant system to create a watertight seal.
END OF SECTION
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SECTION 26 05 20 GROUNDING AND BONDING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for items requiring grounding and bonding.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM B228-2011 Concentric-Lay-Stranded Copper-Clad Steel Conductors
B. Institute of Electrical and Electronic Engineers (IEEE) 1. IEEE C2-2017 National Electrical Safety Code (NESC)
C. InterNational Electrical Testing Association, Inc. (NETA) 1. NETA ATS-2017 Acceptance Testing Specifications
D. National Fire Protection Association (NFPA) 1. NFPA 70-2020 National Electric Code (NEC)
E. Underwriters Laboratories (UL) 1. UL 467-2017 Grounding and Bonding Equipment
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals and 01 33 26 - Electrical Drawings and Data.
B. RSN 26 05 20-1, Final Drawings: 1. Drawings indicating “as-built” grounding system for fencing. a. Government format drawings. b. Revised to reflect as-built condition of installed equipment at time of contract completion. c. Provide electronic files.
C. RSN 26 05 20-2, Test Reports.
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1. Typed, 8.5- by 11-inch sheets. 2. Certified.
PART 2 PRODUCTS
2.01 MATERIALS
A. Ground Cable: 1. Annealed, stranded, copper-clad steel: a. Conform to ASTM B228. 2. Dead-soft annealed. 3. Sizes: As indicated on drawings. 4. Conductivity: 40 percent. 5. Copperweld.
B. Ground Rods: 1. Type: Solid, copper-clad steel. a. Bond 0.018-inch-thick layer of copper inseparably to steel core. 2. Length: 10-feet. 3. Diameter: 3/4-inch, nominal. 4. In accordance with UL 467.
C. Cable Fittings, Lugs, and Connectors: 1. Welded or bolted solderless type. 2. Current-carrying capacity: Equal to cable with which they are used. 3. Copper alloy containing not more than 4 percent zinc. 4. Aluminum to aluminum connections: Aluminum connectors. 5. Aluminum to copper connections: Tinned bronze connectors.
2.02 WELDING PROCESS
A. Cadweld, Thermoweld, or equivalent exothermic process: 1. Heavy-duty type.
B. Molds and weld metal: 1. Use fresh stock from same manufacturer.
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2. Weld metal and starting material: No significant quantities of hazardous ingredients.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install in accordance with NFPA 70, IEEE C2, Standard Drawing 40-D-6376, and this Section.
B. Install one grounding rod at each end of fence.
C. Ground equipment and miscellaneous metalwork that is required to be grounded but is not indicated on drawings to grounding system.
D. Ground rods: 1. Drive ground rods vertically until tops of rods are at required depth below established grade elevation. 2. Where solid rock is encountered within 3 feet of established grade elevation: a. Drill vertical hole of such depth that top of ground rod will be at required depth. b. Diameter of hole: 1-1/2 times diameter of ground rod. c. Grout rod in hole. 3. Where solid rock is encountered deeper than 3 feet below established grade elevation: a. Drive ground rod to refusal at approximately a 45-degree angle. b. Bend top of ground rod to lie horizontally at required depth.
E. Connections: 1. Remove paint, enamel, scale, oil, grease, or other foreign nonconductive material from point of contact on metal surfaces before making ground connections. 2. Repair damaged or removed paint or galvanizing material on metal finishes. 3. Make ground connections that will be direct buried: a. Exothermic process. b. In accordance with manufacturer's instructions.
3.02 CONTRACTOR FIELD QUALITY TESTING
A. In accordance with NETA ATS.
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B. Test resistance of grounding system: 1. Notify COR at least 24 hours in advance of time of test in order that test may be witnessed by COR. 2. Perform test within 30 days after installation of fence.
END OF SECTION
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SECTION 31 02 10 WATER FOR DUST ABATEMENT
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Water for Dust Abatement: 1. Measurement: Volume of water in M(1,000) of gallons applied for dust abatement as directed by the COR. a. Quantity will be measured in tanks or tank trucks of predetermined capacity or by means of water meters. 1) M(1,000) gallons is referenced as M gallons. b. Types of water meters used for measuring water for dust abatement subject to COR's approval. 2. Payment: Unit price offered in the Price Schedule A.
1.02 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals. 1. RSN 31 02 10-1, Dust Abatement Plan: a. Submitted and approved prior to mobilization. b. Frequency of application. c. Equipment.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 APPLYING WATER FOR DUST ABATEMENT
A. Provide water in accordance with Section 01 51 00 - Temporary Utilities and Section 01 57 20 - Environmental Controls. 1. Obtain water from reservoir at location approved by the COR.
B. Provide means of conveying water to point of use and applying water.
C. Use pressure spray or distributor bar to apply water evenly.
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D. Coordinate with COR to determine when dust abatement is required.
E. Uniformly apply water for dust abatement to control dust within the construction limits, access and on unpaved haul roads within El Vado State Park that produce dust.
F. At a minimum, apply water two times per day when performing earthwork, processing materials, and hauling earthwork materials.
END OF SECTION
Water for Dust Abatement 31 02 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 03 33 REMOVAL OF WATER FROM EXCAVATION
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 DEFINITIONS
A. Dewatering: Removal and control of groundwater from pores or other open spaces in soil or rock formations to allow construction activities to proceed as intended and includes relief of groundwater pressure.
B. Unwatering: Control and removal of ponded, seeping, or flowing surface water or emerging subsurface water from excavated surfaces and from precipitation within and adjacent to excavations and construction zones using channels, ditches, gravel drains, gravel blankets, pipe, sumps, and discharge lines. Includes control and discharge of effluent waters.
1.03 SYSTEM DESCRIPTION
A. Design, install, operate, maintain, and monitor water removal facilities.
B. Design and layout facilities to collect discharge water from water removal systems and convey water to designated approved discharge points.
C. Locate water removal facilities to maximize water removal and minimize construction interference.
D. Select pump types and design discharge systems and settling ponds/tanks.
E. Provide required equipment and monitor as required by permit.
1.04 SUBMITTALS
A. Submit in accordance with Section 01 33 00 - Submittals.
B. RSN 31 03 33-1, Unwatering Plan: 1. Proposed method(s) and detailed plan for removing and controlling surface runoff, storm flows, minor seepage, and other potential sources of incidental surface water in and adjacent to open excavations on an as-needed basis. a. Includes unwatering system(s) installation and discharge locations.
Removal of Water from Excavation 31 03 33 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
2. Sequence and schedule of construction of unwatering system(s). 3. Types, sizes, quantities, capacities, sources, and other identifying characteristics for pumps, drive units, monitoring equipment, flow meters, valves, discharge piping, and other proposed on-site stand-by unwatering system components, including primary and standby power sources. 4. The plan may be placed in operation upon approval, but nothing in this paragraph shall relieve the Contractor from full responsibility for the adequacy of the water removal installation.
1.05 REGULATORY REQUIREMENTS
A. Contractor shall obtain required Federal, State, and local permits for water discharge and other activities associated with removal and control of water.
B. Refer to Section 01 57 30 - Water Pollution Control.
1.06 PROJECT CONDITIONS
A. Conditions which may influence the unwatering system(s) include: 1. Frequency and rate of precipitation at the site. 2. El Vado reservoir operations. 3. Seepage through excavation surfaces. 4. Subsurface conditions including natural layering, thickness, permeability, and storage characteristics of materials, and groundwater levels. 5. Time of year and sequencing of the construction. 6. Initial groundwater conditions. 7. Efficiency of pumps, collectors, and discharge systems.
B. Water content and water levels in subsurface materials vary with location, depth, time of year, and engineering material properties.
C. Even when drawdown of water surfaces is established, perched water and areas of wet material will likely exist.
D. Dewatering is not required for construction.
E. Refer to Section 01 14 20 – Reservoir Operations for reservoir water level conditions during construction.
F. Refer to Section 53 10 00 – Geotechnical Baseline Conditions and Section 53 20 00 - Records of Geologic and Subsurface Investigation.
Removal of Water from Excavation 31 03 33 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1.07 CONTRACTOR RESPONSIBILITY
A. Design, furnish, install, operate, maintain, and remove facilities, systems and components required for unwatering including channels, ditches, gravel drains, gravel blankets, pipes, sumps, pumps, and discharge lines.
B. Contractor shall control seepage from excavation surfaces.
C. Design and install facilities to collect discharge water from unwatering systems.
D. Provide power for operations of the unwatering systems on a 24-hour, 7-day-week time frame.
E. Provide onsite standby equipment during operation of the unwatering system.
F. Unwater during construction to maintain stable slopes and facilitate excavation for grouting operations and geomembrane installation.
G. Monitor and evaluate effectiveness of the unwatering systems on a continuous basis while systems are in operation. 1. Changes to maintain required unwatering conditions in open excavations shall be approved by the COR.
H. Design, construct, and maintain sedimentation controls, or basins, to meet requirements of Section 01 57 30 Water Pollution Control.
I. Provide operation and maintenance personnel experienced in pump operation and maintenance onsite during operations of the unwatering systems.
J. Contractor shall notify the COR within 8 hours if pump failure occurs.
K. Remove equipment and materials associated with the unwatering systems from the site at the end of the project including related power equipment and sources. 1. Removed materials and equipment remain property of the Contractor.
L. Damaged and destroyed unwatering systems, or any components of the systems, resulting from construction activities and/or human error shall be repaired or replaced by the Contractor at the Contractor’s expense.
1.08 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store and handle materials in accordance with manufactures’ recommendations.
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PART 2 PRODUCTS
2.01 POWER SOURCE
A. In accordance with approved submittals.
2.02 SEDIMENT CONTROL
A. In accordance with approved submittals.
B. Meet requirements of Section 01 57 30 Water Pollution Control.
PART 3 EXECUTION
3.01 REMOVAL OF WATER
A. Control water in/near foundation subgrade and excavation slopes to maintain stability and excavation surface free of standing water.
B. Accomplish water control and removal by Contractor approved unwatering systems.
C. Unwatering systems shall be operated continuously.
3.02 UNWATERING
A. Contractor shall provide unwatering systems in accordance with the approved plan.
B. Install unwatering sumps as needed. The number and locations of the sumps shall be changed to adjust for field conditions as determined by the COR.
C. Locate unwatering facilities to maximize water removal and control, and to minimize interference during construction.
D. Install temporary ditches and sumps required to collect and control ponding water, seepage from excavated slopes, and runoff in open excavations.
1. All ditches and sumps for removal of water excavated below final grades shown on the construction and/or excavation drawing shall be backfilled with materials conforming to the gradation and compaction requirements specified for adjacent materials.
E. Filter or position pump intakes to minimize sediment pumping.
F. Cease unwatering, remove unwatering equipment, and fill sump pits and trenches when directed by the COR.
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G. Backfill unused portions of the unwatering systems in accordance with drawings and specified materials.
END OF SECTION
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SECTION 31 11 00 CLEARING AND GRUBBING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Clearing and Grubbing: 1. Measurement: Areas cleared and grubbed to lateral dimensions as specified or directed by the COR. 2. Payment: Unit price offered in Price Schedule A. a. Includes clearing and grubbing within the approved limit of disturbance areas. b. Includes disposing of cleared and grubbed material.
1.02 DEFINITIONS
A. Vegetation: Trees, shrubs, brush, stumps, exposed roots, downed timber, branches, grass, and weeds.
1.03 SUBMITTALS
A. RSN 31 11 00-1, Clearing and Grubbing Plan: 1. Include: Disposal details and location.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 CLEARING
A. Clear rights-of-way to be occupied by permanent construction and right-of-way required for access roads, access to work, surfaces of Contractor use areas, borrow areas, stockpile areas, and waste areas.
B. Clear adjacent to cut or fill sections to a minimum distance of 3 feet outside slope lines.
C. Remove vegetation, rubbish, and objectionable material.
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D. Preserve and protect vegetation designated for preservation within clearing limits and vegetation outside the limits of disturbance in accordance with Section 01 57 50 - Tree and Plant Protection.
3.02 GRUBBING
A. Grub areas to receive compacted backfill for permanent construction.
B. Remove stumps, and roots. 1. Remove roots to a depth of 2 feet, or until root diameter is less than 3 inches, whichever is encountered first.
C. Perform grubbing in advance of grading operations.
3.03 DISPOSAL OF CLEARED MATERIAL
A. Dispose of material in accordance with Section 01 74 00 - Cleaning and Waste Management.
END OF SECTION
Clearing and Grubbing 31 11 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 14 10 STRIPPING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Stripping: 1. Measurement: Areas stripped to lateral dimensions as specified or directed by the COR. 2. Payment: Unit price offered in Price Schedule A.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 STRIPPING
A. Strip topsoil from the following areas (where topsoil is present): 1. Contractor use and staging areas above the ordinary high-water mark (El. 6890). 2. Abutment access ramps and pads above the normal high-water mark. 3. Borrow area.
B. Remove topsoil to a depth of 6 inches (where present) and to additional depths where directed by COR. 1. If a true topsoil structure does not exist, consider the surface soils removed to be topsoil for the purpose of these specifications.
3.02 USE OF TOPSOIL
A. Do not use topsoil removed by stripping for compacted backfill.
B. Place topsoil in locations above the normal high-water mark as approved by the COR.
C. Spread remaining topsoil over borrow areas and disposal areas on the left abutment as approved by COR.
D. Waste excess topsoil in accordance with Section 01 74 00 – Cleaning and Waste Management.
Stripping 31 14 10 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
3.03 STOCKPILE
A. Transport and stockpile topsoil at approved locations on the upstream left abutment.
B. Do not compact topsoil in stockpile.
C. Store topsoil out of water bodies and away from drainage channels where excavated materials can be washed into receiving water bodies by high water or storm runoff.
D. Protect stockpile from contamination and erosion.
E. Implement appropriate pollution prevention measures in accordance with Section 01 57 30 – Water Pollution Control when stockpiling topsoil.
END OF SECTION
Stripping 31 14 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 23 10 EARTHWORK
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Common Excavation: 1. Measurement: Volume of soil and sediment materials excavated to expose the concrete plinth and for the concrete grout cap foundation. a. Common excavation shall include the volume of soil and sediment materials removed from the existing ground surface to the top of rock surface in the excavation. b. Make survey of existing ground surface prior to excavation. Make survey of the rock surface in the presence of the COR. 1) Use surveyed surfaces to measure volume of common excavation made. c. For safety or other reasons, the Government reserves the right to require the Contractor to excavate beyond the prescribed paylines. d. Measurement for additional excavation will be made to limits directed by COR. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of labor, excavation equipment and materials for pumping and unwatering; work necessary to maintain excavations free of standing water during construction; removing such temporary construction, where required. b. Includes cost of hauling, stockpiling and disposing of unsuitable materials. Includes removal and disposal of timber cribbing. c. Overexcavation performed beyond specified or directed paylines and backfill and compaction of backfill for such overexcavation shall be at the expense of the Contractor.
B. Rock Excavation: 1. Measurement: Volume of rock excavated and removed for the concrete grout cap foundation or as otherwise directed by the COR. a. Rock excavation shall include the volume of native rock materials removed from the top of rock surface to the base of the foundation excavation.
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b. Make survey of the rock surface in the presence of the COR. Make survey of the final approved excavation surface. 1) Use surveyed surfaces to measure volume of rock materials excavated. c. For safety or other reasons, the Government reserves the right to require the Contractor to excavate beyond the prescribed paylines. d. Measurement for payment for additional excavation will be made to limits directed by COR. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of labor, equipment for ripping, mechanical breaking, saw cutting, and materials for bracing, timbering, safety sloping, and other means required for rock excavation. b. Includes cost of labor and materials for pumping and unwatering; work necessary to maintain excavations free of standing water during construction; removing such temporary construction, where required. c. Includes foundation cleaning and preparation. d. Includes cost of hauling, stockpiling and disposing unsuitable materials. e. Overexcavation performed beyond specified or directed paylines and backfill and compaction of backfill for such overexcavation shall be at the expense of the Contractor.
C. Placing and Compacting Backfill for Permanent Construction (materials obtained from required excavations and locally on the abutments): 1. Measurement: Make survey of the surfaces prior to and following placement of backfill obtained from required excavations and locally from the abutment as approved by the COR. a. Use surveyed surfaces to measure volume of backfill materials placed and compacted. b. Subtract volume of lean concrete and structural concrete for grout cap. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of processing materials obtained from required excavation and locally from the abutments. b. Includes cost of placing and compacting processed stockpiled material in excavation.
D. Placing and Compacting Backfill for Temporary Construction (obtained locally on the abutment): 1. Measurement: Make survey of the existing ground surface and surface to receive fill for temporary Contractor staging area leveling, access ramps and pads.
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a. Make survey of the final filled surface approved by the COR. b. Use surveyed surfaces to measure volume of backfill materials placed for temporary construction. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of obtaining materials from borrow locally on abutment, placing and compacting. b. Includes cost of regrading the temporary fills areas to blend with the surrounding topography as directed by the COR.
E. Placing and Compacting Backfill for Permanent Construction (materials obtained from Borrow Area A): 1. Measurement: Make survey of the surfaces prior to and following placement of backfill obtained from Borrow Area A. a. Use surveyed surfaces to measure volume of backfill materials placed and compacted. 2. Payment: Unit price offered in Price Schedule B. a. Includes cost of placing and compacting processed material in excavation. b. Includes costs associated with construction and abandonment of a haul road from Borrow Area A to the existing roads on the left reservoir rim as shown on the Drawings.
F. Placing and Compacting Backfill for Temporary Construction (obtained from Borrow Area A): 1. Measurement: Make survey of the surfaces prior to and following placement of backfill obtained from Borrow Area A for temporary Contractor staging area leveling, access ramps and pads. a. Use surveyed surfaces to measure volume of backfill materials placed and compacted. 2. Payment: Unit price offered in Price Schedule B.
G. Placing and Compacting Backfill for Permanent Construction (materials obtained from Borrow Area B): 1. Measurement: Make survey of the surfaces prior to and following placement of backfill obtained from Borrow Area B. a. Use surveyed surfaces to measure volume of backfill materials placed and compacted. 2. Payment: Unit price offered in Price Schedule C. a. Includes cost of placing and compacting processed material in excavation.
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b. Includes cost of hauling material from Borrow Area B using existing State Park and State Highway roads shown on the Drawings.
H. Placing and Compacting Backfill for Temporary Construction (obtained from Borrow Area B): 1. Measurement: Make survey of the surfaces prior to and following placement of backfill obtained from Borrow Area B for temporary Contractor staging area leveling, access ramps and pads. a. Use surveyed surfaces to measure volume of backfill materials placed and compacted. 2. Payment: Unit price offered in Price Schedule C. a. Includes cost of placing and compacting materials for temporary access. b. Includes cost of hauling material from Borrow Area B on existing State Park and State Highway roads shown on the Drawings.
I. . Placing and Compacting Select Backfill: 1. Measurement: Volume of select backfill meeting the requirements of Section 32 15 10 – Gravel Surfacing over the geomembrane composite as shown on the drawings. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of furnishing, placing and compacting the select backfill material. b. Includes cost of placing and compacting materials for temporary access.
1.02 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals.
B. RSN 31 23 10-1, Earthwork Plan: 1. Describe equipment and methods for excavating both common and rock materials, processing of the excavated materials, stockpiling, placing, and compacting processed material. 2. Identify local materials on the left abutment to supplement backfill materials obtained from the required excavation. 3. Identify volume of material to be obtained from Borrow Area B to supplement backfill materials obtained from the required excavation. 4. Provide schedule and sequence. 5. Include sketch showing processing and stockpiling areas and haul route plans.
Earthwork 31 23 10 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1.03 DEFINITIONS
A. Additional Excavation: Excavation beyond specified lines as directed by the COR to remove unsuitable foundation material.
B. Overexcavation: Excavation performed for the convenience, fault, or operation of the Contractor beyond specified or directed additional excavation lines.
C. Rock Excavation: Excavation of in place native sandstone, siltstone and shale materials. 1. Material that cannot be ripped with a 400 horsepower or larger dozer tractor equipped with a ripper rated for hard rock with a rock tooth. 2. Material that cannot be excavated with 300 horsepower or larger hydraulic excavator, with rock bucket and teeth, specifically manufactured for rock excavation, in areas where it is not feasible for ripping with a dozer tractor.
D. Common Excavation: Excavation that is not classified as “Rock Excavation”. 1. Includes soil and sediment materials. 2. No additional mechanical effort, such as ripping, is required to excavate material.
1.04 PROJECT CONDITIONS
A. Soil and rock conditions are described in Section 53 10 00 – Geotechnical Baseline Conditions. 1. Soil materials over the concrete plinth at the upstream toe include man-placed fill during original construction, reservoir sediment, and abutment runoff deposits. 2. Original construction debris and cribbing may be encountered in the required excavations. 3. Rock materials will mostly consist of very hard, fractured sandstone. Sandstone fragments will range from less than 1-foot to more than 10-feet in size.
B. Blasting is not permitted.
C. Excavation lines shown on the drawings are subject to changes determined necessary by the COR to adapt foundation excavation to conditions disclosed by the excavation.
D. As excavation progresses, the COR will make the final determination of when an adequate foundation has been obtained.
E. Do not place backfill for permanent construction during freezing conditions.
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PART 2 PRODUCTS
2.01 EXCAVATED MATERIALS
A. The Contractor's operations in excavations shall be such that excavations will yield as much suitable material for use in permanent construction required under these specifications as practicable.
2.02 OBTAINING BACKFILL AND RIPRAP MATERIALS
A. Obtain backfill material for permanent construction from required excavations. If sufficient suitable material is not available from this source, obtain additional material from approved sources. 1. The Government makes no guarantee that specified backfill materials are contained in or can be processed from materials excavated. 2. Supplemental backfill materials may be obtained locally from the left reservoir shoreline within the Contractor’s use area or Borrow Area B shown on the drawings.
B. Obtain riprap from required excavations.
2.03 BACKFILL PLACED AGAINST THE GEOMEMBRANE COMPOSITE
A. Backfill placed against the geomembrane composite, within 18-inches measured normal to the slope, shall meet the requirements in Section 32 15 10 – Gravel Surfacing.
PART 3 EXECUTION
3.01 EXCAVATION, GENERAL
A. Excavate to the target elevations and geometry shown on the drawings or established by the COR.
B. Contractor shall comply with Reclamation Safety and Health Standards.
C. The Government reserves the right, during progress of work, to vary slopes, grades, and dimensions of excavations from those specified.
D. The base of the excavation may be deepened, and slopes widened if unsuitable conditions for the grout cap foundation are encountered at the target base elevations shown on the drawings.
E. The Government does not represent that excavation performed under these specifications can be made to or maintained at paylines shown on the drawings or described in these specifications.
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F. Rock excavations in the fractured sandstone landslide deposit will likely result in irregular blocky excavation surfaces.
G. Do not excavate beyond the approved payline operations, stop excavation operations and do not proceed until approved by COR.
H. Take precautions to preserve material below and beyond established lines of excavation in the soundest possible condition. 1. Damage to existing concrete features due to the Contractor's operations shall be repaired by and at the expense of the Contractor. 2. Material beyond required or prescribed excavation lines which is loosened by the Contractor's operations shall be removed at the expense of the Contractor.
3.02 PROCESSING AND STOCKPILING OF BACKFILL AND RIPRAP
A. Process and stockpile excavated materials in the approved areas shown on the drawings.
B. Separate excavated soil and rock materials.
C. Excavated soil materials from common excavation shall be screened and processed to produce a backfill material containing no particles larger than 3 inches in diameter. 1. Supplemental backfill materials obtained from local borrow on the left reservoir shoreline or from Borrow Area B shall also be processed to produce a backfill material containing no particles larger than 3 inches in diameter.
D. Excavated rock materials shall be screened and processed to produce a riprap material containing no particles larger than 24 inches in diameter.
E. Oversized or otherwise unsuitable materials from processing shall be wasted onsite as directed by the COR. 1. Materials obtained below the normal high-water mark (El. 6890) may be wasted below the normal high-water mark. Materials obtained from above the normal high-water mark shall not be wasted below the normal high-water mark.
3.03 PREPARATION OF FOUNDATIONS
A. Prepare foundations for lean concrete and structural concrete grout cap by methods which will provide firm foundations on excavated rock. 1. Finish bottom and side slopes of excavation, upon or against which the structure is to be placed, to prescribed dimensions. 2. Clean base of excavation with water jet and air lance equipment as to remove loose soil and rock fragments. Clean soil from rock fractures as practicable, or as otherwise directed by the COR.
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B. Where unsuitable material is encountered in the foundation at the target design lines and grades, the COR will direct performance of additional excavation to remove unsuitable material. 1. Refill additional excavation with lean concrete backfill in accordance with Section 03 30 00 – Cast-In-Place Concrete so that the top of the concrete grout cap is flush with top of the existing concrete plinth. a. Lean concrete backfill shall be used to create a more uniform surface where rock excavation results in an irregular blocky surface. b. Lean concrete backfill shall not be more than 3-feet-thick. 2. Where the combination of the lean concrete backfill and concrete grout cap thickness do not result in the top of the grout cap flush with the top of the concrete plinth as shown on the drawings, lower the top of the finished concrete grout cap against the concrete plinth as approved by the COR. a. Do not adjust the thickness of the concrete grout cap. 3. Complete slush grouting in accordance with Section 31 32 13 – Slush Grouting.
3.04 FOUNDATION INSPECTION
A. Inspection will be performed by Government to obtain a geologic record of final foundation surface. 1. Provide safe access for Government personnel during inspection. 2. Notify COR at least 2 days before reaching final excavation elevation for foundation approval. 3. Once an adequate foundation has been obtained, Government will require 2 days, to inspect, map and survey foundation. 4. Maintain prepared surfaces free of debris and standing water until inspection and geologic mapping are completed. 5. Do not operate equipment in area being inspected until inspection and survey are complete.
3.05 OVEREXCAVATION
A. If foundation material is excavated beyond lines required to receive the structure, fill overexcavation with lean concrete backfill in accordance with Section 03 30 00 – Cast- In-Place Concrete.
B. If foundation material is disturbed or loosened during excavation, remove and replace it with lean concrete backfill in accordance with Section 03 30 00 – Cast-In-Place Concrete.
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3.06 DISPOSAL OF EXCAVATED MATERIALS
A. Dispose of excavated materials which are unsuitable for or are in excess of backfill, or other earthwork requirements as provided in Section 31 23 39 - Disposal of Excavated Materials or as directed by the COR.
3.07 PLACING AND COMPACTING BACKFILL
A. Place backfill to the lines and grades shown on the drawings, or as directed by the COR.
B. Do not place backfill over the concrete grout cap until it has reached at least 80 percent of the specified 28-day compressive strength.
C. Do not place backfill until the geomembrane lining and foundation grouting activities have been approved by the COR. 1. Backfill for permanent construction maybe completed incrementally as geomembrane lining and foundation grouting work progresses up the abutment.
D. Compact backfill material with following methods and techniques unless otherwise specified. 1. Placement: a. Moisture condition the backfill materials for permanent construction as directed by the onsite Government Representative. b. Do not drop backfill materials from a height exceeding 1-foot when placing against the geomembrane lining. c. Backfill lifts shall be horizontal where workspace allows. 1) Where workspace does not allow for horizontal lifts, backfill lift surface shall not be steeper than 4H:1V. d. Backfill placed against the geomembrane composite, within 18-inches measured normal to the slope, shall meet the requirements in Section 32 15 10 – Gravel Surfacing. 1) Backfill material beyond 18-inches of the geomembrane composite shall meet the requirements in paragraph 3.02. 2. Special Compaction: a. Required within 3 feet of concrete structures, geotextile cushion, geomembrane liner system components, and instrumentation. 1) Special compaction shall be used for fill areas not large enough for riding equipment. b. Compaction performed with hand-held impact tampers (jumping jacks), heavy vibratory plate or walk-behind / remote controlled sheeps-foot
Earthwork 31 23 10 - 9 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
tamping, excavator with sheeps-foot roller attachment, equipment as approved by COR. c. Make at least 4 passes with the approved compaction equipment. Uniformly distribute equipment passes. d. Scarify lifts for bonding. 1) Use hand-held equipment to scarify within 12 inches of the geomembrane liner system. e. Compact in horizontal layers to compacted thickness of 6 inches. f. Use handheld special compaction equipment where excavation geometry or slopes do not allow riding compaction equipment. 3. Compacted backfill. a. Compact with vibratory smooth-drum, vibratory-sheeps foot, or other suitable compaction equipment approved by the COR. 1) Minimum compactor operating weight: 15,000 lbs. 2) Minimum vibratory drum frequency: 1,500 vpm. 3) Compact in horizontal layers to compacted thickness of 12 inches or less. 4) Scarify lifts for bonding using excavator teeth, ripper, or other method approved by COR. 5) Make at least 4 passes with the approved compaction equipment. Uniformly distribute equipment passes.
3.08 PROTECTION
A. Provide adequate protection for cleaned and approved foundations from contamination with berms or other means to direct runoff away from the work area until concrete placements are complete.
END OF SECTION
Earthwork 31 23 10 - 10 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 23 19 EXCAVATION FROM BORROW
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in the Price Schedules for other items of work.
1.02 DEFINITIONS
A. Unsuitable Materials: 1. Material containing construction debris, brush, roots, sod, or other organic materials. 2. Fat clay soils, dry clay, clay clods. 3. Other materials as determined by COR.
B. Common Excavation: No additional mechanical effort, such as ripping, is required to excavate material.
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals.
B. RSN 31 23 19-1, Borrow Area Use Plan: 1. Describe anticipated uses, layouts of borrow area, equipment and operations. 2. Include haul traffic routes and plans.
1.04 PROJECT CONDITIONS
A. Refer to Section 53 20 00 – Record of Geologic and Subsurface Investigations for descriptions of borrow area materials.
B. The limits of the borrow area is shown on the drawings.
C. Excavation from borrow can be accomplished by common methods. Blasting is not permitted.
D. Install temporary safety fence as approved by COR around perimeter of borrow area excavations to prevent public access.
Excavation from Borrow 31 23 19 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 EXCAVATION
A. Do not operate outside of borrow area boundaries shown on drawings.
B. Disturb only the areas within the borrow area to provide the needed earthwork materials.
C. COR may designate locations within borrow areas from which materials are to be removed.
D. Clear, grub, and strip borrow areas to be excavated and stockpile areas.
E. Excavate sufficient suitable materials from borrow areas to complete required work.
F. Materials excavated from borrow areas shall require processing to meet specifications requirements see Section 31 23 10 Earthwork.
3.02 DISPOSAL OF UNSUITABLE MATERIAL FROM BORROW
A. Oversized Material: 1. Waste oversized material in borrow area footprint in a location approved by COR.
B. Organics: 1. Dispose of in accordance with Section 01 74 00 – Cleaning and Waste Management.
3.03 HAUL ROUTES
A. Use Contractor haul routes approved by COR to the extent practical for hauling borrow area materials.
B. Coordinate use of the El Vado State Park roads and SH-112 with the COR. 1. Provide at least 7-day notice prior to use of these roads for hauling materials from Borrow Area B.
3.04 MAINTENANCE
A. Remove and control water in borrow areas in accordance with Section 31 03 33 – Removal of Water from Excavation.
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1. Drain borrow areas by means of open ditches to prevent accumulation of standing water.
3.05 RESTORATION OF BORROW AREAS
A. Replace unsuitable materials not used for backfill in the borrow areas.
B. Place waste banks in reclaimed borrow areas so they will not: 1. Impede or alter natural flow. 2. Detract from appearance of completed project. 3. Result in impacts to water quality.
C. Grade reclaimed borrow areas to reasonably even and uniform surfaces that blend with natural terrain. Slope to not pond runoff or impound reservoir water. 1. Minimum slope: 2 percent. 2. Maximum slope: 3H:1V.
END OF SECTION
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Excavation from Borrow 31 23 19 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 23 39 DISPOSAL OF EXCAVATED MATERIALS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for applicable materials.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 DISPOSAL OF EXCAVATED MATERIALS
A. Material not suitable or required for backfill, topsoil, riprap, or other earthwork requirements shall be wasted. 1. Includes materials excavated to expose the existing concrete plinth, for the concrete grout cap, temporary access roads and pads, and Contractor staging area.
B. Deposit waste excavated material in waste disposal within limits of disturbance and as directed by the COR.
C. Materials obtained from above the normal high-water mark (El. 6890) may not be wasted below the normal high-water mark.
D. Grade waste banks to reasonably even and uniform surfaces that with the natural topography. 1. Minimum slope: 2 percent. 2. Maximum: 3H:1V.
E. Key placed material into existing ground at the downhill portion of the slope at a minimum 3 feet vertically and 10 feet horizontally to increase stability of the constructed slope or bank. 1. Waste banks shall be no more than 3 feet thick measured normal to the slope.
F. Do not place waste material in wetlands or within 12 feet of drainage channels.
G. The COR will designate waste areas for excavated materials in the reservoir.
Disposal of Excavated Materials 31 23 39 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1. Place waste banks so they will not: a. Impede or alter natural flow of streams or cross drainage. b. Impound reservoir water or runoff. c. Interfere with flow to spillway or outlet works. d. Interfere with operation of the reservoir. e. Restrict accessibility of completed structures.
H. Leave surface in a condition that will be stable during reservoir level cycling.
END OF SECTION
Disposal of Excavated Materials 31 23 39 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 24 17 GRAVEL DRAIN
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Gravel Drain: 1. Measurement: Volume of material measured to lines, grades, and dimensions indicated on drawings or directed by COR. No allowance will be made for shrinkage and settlement. 2. Payment: Unit price offered in Price Schedule A. a. Includes furnishing, stockpiling and placement.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM C88-18 Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate 2. ASTM C117-17 Materials Finer than the No. 200 Sieve ion Mineral Aggregates by Washing 3. ASTM C123/C123M-14 Lightweight Particles in Aggregate 4. ASTM C127-15 Relative Density (Specific Gravity) and Absorption of Coarse Aggregate 5. ASTM C131/C131M-14 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Loa Angeles Machine 6. ASTM C 136-06 Sieve Analysis of Fine and Coarse Aggregates 7. ASTM C142/C142M-17 Clay Lumps and Friable Particles in Aggregates 8. ASTM D448-12(2017) Sizes of Aggregate for Road and Bridge Construction 9. ASTM D3740-19 Minimum Requirements for Agencies Engaged in Testing and Inspection of Soil and Rock as Used in Engineering Design and Construction 10. ASTM D4318-17e1 Liquid Limit, Plastic Limit, and Plasticity Index of Soils
Gravel Drain 31 24 17 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals.
B. RSN 31 24 17-1, Certification and Laboratory Test Results: 1. Certification that material meets specified gradation using ASTM C117 and ASTM C136.
C. RSN 31 24 17-2, Gravel Drain Quality Control Test Results: 1. Contractor quality control test results for materials used to construct the lining drains. a. One test for each day the drains are being constructed. b. ASTM C136.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Handle, load, haul, stockpile, and place gravel drain materials to minimize segregation and breakdown.
B. Prevent contamination with soil or vegetative material.
C. Protect stockpiles to minimize contamination and erosion. 1. Methods to protect stockpiles. a. Locate out of prevailing winds. b. Keep surface water away from stockpiles and control erosion from surface water by construction drainage ditches around stockpiles as needed. c. Cover stockpiles with impermeable sheeting.
PART 2 PRODUCTS
2.01 GRAVEL DRAIN MATERIAL
A. Obtain from commercial source.
B. Meet requirements specified in Table 31 24 17A – Gravel Drain Material Gradation and Table 31 24 17B – Gravel Drain Material Requirements.
C. Limestone crushed/recycled concrete material sources are not allowed.
D. Material should meet specified gradation requirements during placement.
Gravel Drain 31 24 17 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
E. Depending on the actual embankment soil conditions observed beneath the existing steel faceplate at the drain locations, the Government reserves the right to change the gravel drain gradation to be compatible with the embankment materials. 1. The Government will make this evaluation when the Phase I backfill grouting access ports are open. 2. The Government will notify the Contractor within 7 days of the Phase I access ports exposing the embankment materials if a change to the gravel drain material gradation is required.
Table 31 24 17A – Gravel Drain Material Gradation (ASTM D448) – No. 57 Aggregate
U.S. Standard Sieve Size Percent Passing by Weight
1.5 inches 100
1-inch 95 - 100
0.5 inches 25 - 60
No. 4 0 - 10
No. 8 0 - 5
Table 31 24 17B – Gravel Material Requirements
Item Requirement Reference Standard
Material Passing the Non-plastic ASTM D4318 No. 40 sieve
Specific Gravity 2.60 or greater ASTM C127
Clay lumps and friable Less than 1.0% by ASTM C142 particles weight
Loss due to sodium Less than 10% by ASTMC88 sulfate soundness weight
Loss due to LA Less than 50% by ASTM C127 abrasion weight
Chert Less than 1.0% by ASTM C123 weight
Coal and lignite Less than 1.0% by ASTM C123 weight
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PART 3 EXECUTION
3.01 PREPARATION, PLACING, AND COMPACTING DRAIN GRAVEL
A. Cut steel faceplate and remove backfill grouting materials as shown on the drawings. Remove embankment soils contaminated with grout materials.
B. Obtain approval from COR prior to placement of the gravel drain material.
C. Place gravel in drain locations shown on the drawings.
D. Place gravel in 6-inch-loose lifts and compact with hand tamping equipment. Place gravel so that it is flush with the surrounding steel faceplate prior to installing the drain cover plate.
E. Protect material from erosion and contamination from different soils or other materials.
3.02 CONTRACTOR QUALITY CONTROL
A. Provide accredited independent laboratory to perform sampling, testing, and reporting required for this section. See Specification Sections 01 46 00 - Quality Procedures and 01 46 20 - Testing Agency Services. 1. Obtain one sample from onsite stockpile each day that the gravel is being placed for the lining drainage features. a. Obtain sample from the stockpile in the area activity being used to construct the lining drains. 2. Perform sieve analysis using ASTM C136 for each sample obtained. a. Passing results must be presented to the COR before permanently welding the drain cover plates.
END OF SECTION
Gravel Drain 31 24 17 - 4 El Vado Dam Spillways and Dam Crest Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 31 25 10 EROSION CONTROL
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D6461/D6461M-18 Silt Fence Materials 2. ASTM D6462-19 Silt Fence Installation and Maintenance
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 31 25 10-1, Erosion Control Plan: 1. Address all steps and phases of the project. 2. Erosion control for excavation, concrete placement, grouting and backfilling activities. 3. Erosion control for stockpile and earthwork processing areas.
C. RSN 31 25 10-2, Silt Fence Certifications: 1. Required by ASTM D6461.
D. RSN 31 25 10-3, Straw Certification: 1. Certifications that straw is free of weeds and seeds.
E. RSN 31 25 10-4, Turbidity Curtain. 1. Turbidity curtain to prevent water for construction or grout leaks from being drawn into the outlet works intakes. 2. Describe limits of installation and methods for suspending the turbidity curtain in the reservoir.
1.04 DELIVERY STORAGE AND HANDLING
A. Cover stacks of straw bales at job site with plastic sheeting until use.
Erosion Control 31 25 10 - 1 El Vado Dam Spillways and Dam Crest Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 2 PRODUCTS
2.01 SILT FENCE
A. Silt Fence, Posts, and Support Fence: ASTM D6461.
2.02 STRAW BALES
A. Average dry weight not less than 50 pounds each.
B. Bind with biodegradable ties.
C. Certified weed and seed free.
PART 3 EXECUTION
3.01 SILT FENCE
A. Place silt fence at locations approved by the COR to prevent erosion of materials into natural water courses or into the reservoir.
B. At a minimum install silt fence around the perimeter of the Contractor staging and grout batch plant area in the direction of runoff.
C. Silt fence shall also be installed at the base of the excavation to expose the concrete plinth to prevent eroded materials during foundation cleaning from entering the reservoir.
D. Silt fence shall be used as needed to prevent grout leakage from entering the reservoir.
E. Erect silt fence in accordance with ASTM D6462 1. When support fence is used, securely fasten support fence to upslope side of posts and downslope of silt fence. 2. Extend wire support fence into trench minimum of 2 inches. 3. Do not extend wire support fence more than 36 inches above original ground.
3.02 STRAW BALES
A. Place straw bales at locations approved by the COR to prevent erosion of materials into natural water courses or into the reservoir.
B. Place straw bales in rows with ends tightly abutting.
C. Anchor each straw bale securely with two wood stakes driven through each bale. 1. Drive stakes a minimum of 18 inches into subgrade.
Erosion Control 31 25 10 - 2 El Vado Dam Spillways and Dam Crest Modifications Middle Rio Grande Project, New Mexico Solicitation No.
3.03 TURBIDITY CURTAIN
A. Use turbidity curtain during backfill grouting operations.
B. Position turbidity curtain to prevent grout leaks from being drawn towards the outlet works features.
3.04 MAINTENANCE AND REMOVAL
A. Silt fence: 1. Inspect daily. 2. Repair damaged fence. 3. Remove sediment in accordance with ASTM D 6462.
B. Straw bales: 1. Maintain straw bales during site work. 2. Replace damaged straw bales.
C. Turbidity curtain: 1. Maintain turbidity curtain during backfill grouting work. 2. Replace damaged turbidity curtain.
D. Replace damaged silt fence and straw bales.
E. Install additional silt fence and straw bale barriers as determined by the COR.
END OF SECTION
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SECTION 31 32 13 SLUSH GROUTING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Slush Grout: 1. Measurement: Volume of slush grout placed in foundation surfaces as directed by the COR. 2. Payment: Unit price offered in Price Schedule A. a. Volume will be based on batch counts and volume of slurry produced in the mixing tank. Volume of slush grout wasted or not placed in the foundation will be subtracted from the batched volume.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM C33/C33M-16e1 Concrete Aggregates 2. ASTM C150/C150M-16e1 Portland Cement 3. ASTM C1260-14 Test Method for Potential Alkali Reactivity of Aggregates (Mortar- Bar Method) 4. ASTM C1602/C1602M-12 Mixing Water Used in the Production of Hydraulic Cement Concrete.
1.03 DEFINITIONS
A. Fractures to be filled with slush grout: Includes open cracks, joints, crevices, voids, exposed in the excavated rock foundations. The COR will identify fractures to be filled with slush grout.
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals.
B. RSN 31 32 13-1, Slush Grout Placement Plan: 1. Methods and equipment for surface preparation, grout mixing, grout placing, and clean up.
Slush Grouting 31 32 13 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
C. RSN 31 32 13-2, Approval Data: 1. Material Sources: a. Name and manufacturer of each cementitious material.
b. Name of aggregate source(s). 2. Certifications and Test Reports: a. Certifications and test reports: 1) Cementitious materials manufacturer. 2) Aggregate producer for: a) ASTM C 33 physical properties. b) ASR testing reports for each aggregate source. 3) Mixing water: ASTM C1602. b. Submittal of certifications and test reports shall not relieve Contractor of responsibility for furnishing materials meeting specified requirements.
PART 2 PRODUCTS
2.01 SLUSH GROUT
A. Portland Cement: 1. ASTM C150, Type II.
B. Aggregate: 1. ASTM C33, fine aggregate; except use fine aggregate with maximum particle size not exceeding 1/3 crack width. 2. Assure aggregates are not deleteriously alkali-silica reactive (ASR). a. Test for the potential for deleterious alkali-silica reaction of course and fine aggregate shall be made in accordance with ASTM C1260.
C. Water: ASTM C1602.
D. Mix: 1. Ratio of Fine Aggregate to Cement, Maximum: 2-parts fine aggregate to 1-part cement, by weight. 2. Add water into cement, or into cement and fine aggregate and mix thoroughly to produce a flowable mixture. 3. Proportions may vary as directed by COR to produce mix that penetrates cracks in formation.
Slush Grouting 31 32 13 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
E. Mix in mechanical mixer. Continue to mix grout until placed.
F. Dispose of grout not used within 1-hour of mixing.
PART 3 EXECUTION
3.01 PREPARATION
A. The COR will direct areas to receive slush grouting, once foundations are excavated and cleaned as described in Section 31 23 10 – Earthwork. 1. Slush grout will be used to fill open fractures ½-inch or wider. 2. Use slush grout only to fill fractures within rock, not as a cover for exposed foundation surfaces.
B. Thoroughly clean fractures to be treated of soils and loose material to a depth at least 3 times the fracture width.
3.02 PLACING
A. Thoroughly moisten the fracture immediately prior to placement of slush grout and as approved by COR.
B. Confine slush grout to the fracture being treated. Avoid grout spillage or feather edging of slush grout.
C. Place slush grout by pouring or funneling into individual fractures; rodding to consolidate; or other method approved by the COR.
D. Place lean concrete backfill over slush grout after approval by COR in accordance with Section 03 30 00 Cast-in-place Concrete.
END OF SECTION
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SECTION 31 32 20 VIBRATING WIRE PIEZOMETERS
PART 1 GENERAL
A. The contractor shall furnish all materials and equipment necessary for installing the vibrating wire piezometers as shown in the drawings and detailed in these specifications.
1.02 MEASUREMENT AND PAYMENT
A. Installation of Instruments and Wiring: 1. Measurement: Number of instruments installed. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of vibrating wire piezometer instruments, wiring, installation, PVC pipe casing, and required submittal information as outlined in this specifications section. b. One compatible handheld instrument reading device shall be provided to the Government representative.
1.03 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D 1785-99 Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120 2. ASTM D 2464-99 Threaded Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80 3. ASTM D 2467-99 Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80
1.04 DELIVERY, STORAGE, AND HANDLING
A. All Products specified here, including but not limited to the piezometers, electrical cable, piezometer readout unit, and PVC pipe/fittings, shall be handled and stored in accordance with the manufacturer’s recommendations and instructions.
1.05 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 31 32 20-1, Vibrating Wire Piezometers: 1. Copies of purchase orders for vibrating wire piezometers.
Vibrating Wire Piezometers 31 32 20 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
2. Supplier’s certifications – The Contractor shall submit supplier’s certifications that each vibrating wire piezometer has been factory tested, calibrated, and found to be in correct operating condition. 3. Manufacturer’s calibration data – The Contractor shall submit all manufacturer’s calibration data pertaining to each vibrating wire piezometer to be installed. a. All instruments shall be furnished with attached cable lengths necessary to install the instrument in its designed location, as shown on the drawings. 4. Manufacturer’s recommendation for storage, handling, and installation. 5. Pressure readings – Readings of pressure and temperature for vibrating wire piezometers at zero pressure load immediately before installation. 6. Submit survey reports and as-built drawings showing the locations of installed piezometers and cables, including the coordinates of the piezometers, elevations of the piezometer tips and details of the electrical cabling within 10 working days after installation of a vibrating wire piezometer.
C. RSN 31 32 20-2, Vibrating Wire Piezometer Electrical Cable: 1. Manufacturer’s recommendations for storage, handling and installation.
D. RSN 31 32 20-3, Vibrating Wire Readout Unit: 1. Copy of purchase order for vibrating wire piezometer readout unit. 2. Supplier’s certifications – The Contractor shall submit supplier’s certifications that each readout unit has been factory tested, calibrated, and found to be in correct operating condition. 3. Manufacturer’s calibration data – The Contractor shall submit all manufacturer’s calibration data pertaining to the vibrating wire readout unit. 4. Manufacturer’s recommendation for storage, handling, and installation.
1.06 QUALIFICATIONS
A. The Contractor shall have experience installing vibrating wire piezometers, which has been in dams and/or dam foundations, for a period of not less than 18 months at the time of award of this contract. 1. If a subcontractor is used for the installation of equipment pertaining to the vibrating wire piezometers, the subcontractor shall have experience for a period of not less than 18 months at time of this contract.
Vibrating Wire Piezometers 31 32 20 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 2 PRODUCTS
2.01 VIBRATING WIRE PIEZOMETERS
A. Vibrating wire piezometer – A vibrating wire piezometer consists of a vibrating wire pressure transducer which shall be capable of measuring fluid pressure utilizing the operating principle of converting fluid pressure into an equivalent resonant frequency signal which can be transmitted and displayed. 1. The vibrating wire piezometers shall be model 4500S, as manufactured by Geokon, Inc., 48 Spencer Street, Lebanon NH 03766, or equivalent, having the following salient features: a. An operating pressure range of 0 to 150 pounds per square inch. b. A minimum over-pressurization capacity of 200 percent. c. An operating temperature range of minus 40 degrees Fahrenheit to 125 degrees Fahrenheit. d. A thermistor shall accompany each transducer (within the piezometer housing) and shall have a range of 0 degrees Fahrenheit to 125 degrees Fahrenheit, and an accuracy of plus or minus 0.9 degrees Fahrenheit. e. A thermal zero shift of not more than 0.02 percent full range per degree Fahrenheit. f. An accuracy of plus or minus 0.5 percent full range. g. A resolution of 0.025 percent full range. h. Diaphragm displacement of less than 0.001 cubic centimeters at full range. i. Stainless steel construction, hermetically sealed, electron beam welding vibrating wire containment, no o-rings, maximum 0.75-inch outside diameter by maximum 5.25-inch length. j. Fitted with sintered stainless steel filter, 50-micron pore size. k. The vibrating wire piezometer instrument shall be externally powered and a service life no less than 15 years.
2.02 ACCESSORIES
A. Vibrating wire piezometer electrical cable – Each vibrating wire piezometer shall be furnished with electrical cable of the required length permanently attached to the instrument by the manufacturer to extend above the geomembrane lining installation. 1. Splicing the cable under the geomembrane installation is not allowed. 2. Provide an additional 10 percent for slack in the cable, and an additional 30 feet for temporarily running the cable to the dam crest for manual readings. 3. Secure cable to upstream guardrail.
Vibrating Wire Piezometers 31 32 20 - 3 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
4. Electrical cable shall be MODEL 4500-9 part 2-250V6, as manufactured by WesBell Electronics, Inc., 52 Nashua Road, Amherst NH 03031, or equal, having the following essential characteristics: a. Four conductor, each 7- by 30-stranded, commercially tinned copper 22- gauge wire. b. Conductors insulated with high density 10-mil thickness of polypropylene, color coded, one each red, black, green, and white. c. Each pair of wires shall consist of 7- by 30-stranded, commercially tinned copper 24-gauge wire with no insulation. d. All conductors encased in extruded vinyl jacket, with nominal outside diameter 0.225 plus or minus 0.005-inches, free of holes, splits, blisters, or other imperfections. 5. Prior to shipment, all cable length shall be permanently marked with the instruments identification every 10 feet over the entire length of cable. a. Each instrument and cable shall be shipped to the field as a unit, with each cable mounted on a reel protected against shipping damage. b. Each reel shall be labeled with the instrument identification. 6. Any damage to the cable as result of construction activities will require replacement of the instrument and cabling at the expense of the Contractor. a. Repairs to the cabling beneath the geomembrane is not allowed.
B. Vibrating wire readout units: 1. The Contractor shall furnish one readout unit capable of exciting vibrating wire piezometers, accepting the return resonant frequency signal, and displaying frequency digitally. 2. Vibrating wire readout units shall be MODEL GK-404, as manufactured by Geokon, Inc. 48 Spencer Street, Lebanon NH 03766, or equivalent, having the following essential characteristics: a. Portable, waterproof, rechargeable battery operated. b. Operating temperature range of 0 to 120 degrees Fahrenheit. c. Readout options of period, strain and pounds per square inch. d. Resolution of 0.1 microsecond period, 1 micro-strain for strain. e. Battery charger suitable for 110 volts alternating current source. f. Capable of reading the thermistor within the vibrating wire piezometer and displaying readings in degrees Celsius or Fahrenheit. g. Compatible with the vibrating wire piezometers. 3. The Contractor shall also furnish four, 2-foot length leads with alligator clips suitable for connecting the instrument leads to the readout units.
Vibrating Wire Piezometers 31 32 20 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
a. The leads are to be used as spares.
C. PVC casing pipe, fittings, and couplings: 1. PVC casing pipe. ASTM D 1785, schedule 80, 2-inch diameter. The pipe shall be provided with flush wall machined slip joints or threaded flush wall joints. a. Bottom 10 feet of casing pipe shall be slotted. b. All slots are to be deburred and cleared of obstruction. c. All casing pipe shall be cleared of debris prior to installation and verified by the COR. 2. Fittings. Fittings shall be socket type fittings conforming to ASTM D 2467 or threaded type fittings conforming to ASTM D 2464. 3. Couplings. Couplings, tees, and end caps shall be recommended by the pipe manufacturer.
D. Other materials: 1. Contractor shall install watertight grommets, as shown on the drawings, at the upper perimeter seal, so that the wiring can be fed through unobstructed and undamaged. a. Epoxy sealant may also be used in addition to the grommets to create a watertight seal where the wiring passes through the upper perimeter seal assembly. 2. Materials or equipment required to complete the vibrating wire installation, which are not specifically covered in these specifications, shall be furnished by the Contractor.
PART 3 EXECUTION
3.01 GENERAL
A. Pre-installation testing: 1. All vibrating wire piezometers with electrical cables shall be tested by connecting each instrument to the provided readout unit to ensure power is being provided and a signal is being read. a. Record temperature and atmospheric pressure when zero readings are taken immediately before installation. b. No instruments shall be installed until the manufactures certification and calibration documents have been provided to the COR.
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3.02 SITE PREPARATION
A. Steel expansion joints assigned to receive vibrating wire piezometers are to be cleared of debris, blockages and irregularities that may damage the PVC casing pipe or wiring, or as otherwise directed by the COR.
3.03 INSTALLATION
A. Installation of all piezometers and associated equipment/accessories shall comply with manufacturers recommendations and instructions.
B. All electrical wiring run along the expansion joint shall be protected by 2-inch-diameter PVC casing pipe. The Contractor shall be responsible for furnishing and installing the PVC casing pipe. 1. All PVC pipe, fittings, and couplings shall conform with D 1785-99, ASTM D 2464-99, and/or ASTM D 2467-99. 2. The PVC pipe shall have a cap at the base. 3. The lowest 20 feet of PVC pipe shall be slotted. 4. The PVC pipe shall be set in the base of the expansion joint troughs. Use epoxy adhesive as needed to secure pipe in place. 5. The PVC casing pipe, vibrating wire piezometers and wiring shall be installed prior to installing the expansion joint cover plates. 6. The distance between the base of each piezometer and the bottom seal of the geomembrane installation shall not exceed 6 inches; as shown in the drawings.
C. The Contractor shall submit survey reports and drawings showing the locations and elevations (including tip elevations) of all piezometers and installed electrical cable within ten working days of the installation of any vibrating wire piezometer.
3.04 FIELD QUALITY CONTROL
A. Each of the vibrating wire piezometers will be tested by a Government representative periodically to ensure they are in working order before proceeding to subsequent geomembrane installation phases. 1. At a minimum, the instruments will be tested once the expansion joint cover plates have been installed.
B. Damage to piezometers instruments or wiring caused by the construction will be replaced at the Contractor’s expense.
3.05 DISPOSAL
A. Dispose of removed or excess materials in accordance with Section 01 74 00 - Cleaning and Waste Management.
Vibrating Wire Piezometers 31 32 20 - 6 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
END OF SECTION
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SECTION 31 32 32 GEOTEXTILE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. 59 oz/yd2 (2,000 g/m2) Geotextile: 1. Measurement: Surface area required to be covered, except no allowance will be made for seam overlap, repairs, or waste. a. Includes additional and excess materials to be provided to the Government at the completion of the project for maintenance and repairs listed in Section 01 60 00 – Product Requirements. 2. Payment: Unit price offered in Price Schedule A.
B. 8 oz/yd2 Geotextile: 1. Measurement: Surface area required to be covered, except no allowance will be made for seam overlap, repairs, or waste. 2. Payment: Unit price offered in Price Schedule A.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D4355 Deterioration of Geotextiles by Exposure to Light, Moisture, and Heat in a Xenon-Arc Type Apparatus 2. ASTM D4533/D4533 Trapezoid Tearing Strength of Geotextiles 3. ASTM D4632 Grab Breaking Load and Elongation of Geotextiles 4. ASTM D 638 Standard Test Method for Tensile Properties of Plastics 5. ASTM D4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity 6. ASTM D4751 Standard Test Methods for Determining Apparent Opening Size of a Geotextile 7. ASTM D4833/D4833M Index Puncture Resistance of Geomembranes and Related Products 8. ASTM D5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
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9. ASTM D5261 Measuring Mass per Unit Area of Geotextiles
B. Geosynthetic Institute (GSI) 1. GT12 (a) Specification for Test Methods and Properties for Nonwoven Geotextiles Used as Protection (or Cushioning) Materials - ASTM Version
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals
B. RSN 31 32 32-1, Manufacturer's Certification: 1. Geotextile furnished meets specified chemical, physical, and manufacturing requirements.
C. RSN 31 32 32-2, Samples: 1. Include manufacturer's certified test results covering properties listed in Tables 31 32 32B and 31 32 32C - Geotextile Physical Properties. 2. Samples: One yard in length from entire roll width. 3. Mark samples: a. Project name and contract number. b. Product identification. c. Lot number. d. Roll number. e. Machine direction. f. Quantity represented. 4. Number of samples: See Table 31 32 32A - Geotextile Sampling Requirements for frequency of sampling. Frequency may be increased if a geotextile sample(s) do not meet specification requirements.
Table 31 32 32A. - Geotextile Sampling Requirements. Number of rolls to be Number of rolls to be furnished sampled 1 - 2 1 3 - 8 2
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Table 31 32 32A. - Geotextile Sampling Requirements. Number of rolls to be Number of rolls to be furnished sampled 9 - 27 3 28 - 64 4 65 -125 5 126 - 216 6 217 - 343 7 344 - 512 8 513 - 729 9 730 - 1000 10
D. RSN 31 32 32-3, Protection Method: 1. Method to protect exposed geotextile, when covering is not possible within 30 days.
E. RSN 31 32 32-4, Geotextile Seaming and Overlap: 1. Method for field seaming and overlapping geotextile materials.
F. RSN 31 32 32-5, Securing Geotextile to Steel Faceplate and Geomembrane Lining: 1. Method for securing geotextile materials to steel faceplate. 2. Method for securing geotextile materials over geomembrane where protection is required from cover fill placed at the toe of the dam.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Wrap geotextile rolls in relatively impermeable and opaque protective covers.
B. Mark or tag geotextile rolls with manufacturer's name, product identification, lot number, roll number, and roll dimensions.
C. Protect geotextile from ultraviolet light exposure, temperatures greater than 140 degrees F (60 degrees C), precipitation or other inundation, mud, dirt, dust, puncture, cutting, or other damaging or deleterious conditions.
D. Elevate and cover material stored outside with waterproof membrane.
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PART 2 PRODUCTS
2.01 GEOTEXTILE CUSHION FOR GEOMBRANE LINING
A. Use Manifattura Fontana Drefon S – 2000 or equivalent.
B. Needle-punched, nonwoven geotextile comprised of long-chain polymeric filaments composed of at least 85 percent, by weight, polyolefins or polyesters.
C. The use of multiple layers of geotextile to achieve the specified mass per unit area in Table 31 32 32B is not allowed.
D. Orient filaments into stable network which retains its structure during handling, placement, and long-term service.
E. Stabilizers or inhibitors added to filament base material: Resist deterioration due to ultraviolet or heat exposure.
F. Geotextile edges: Selvaged or otherwise finished to prevent outer material from pulling away.
G. Conform to roll values listed in Table 31 32 32B - Geotextile Physical Properties. 1. Values listed are minimum average roll values (MARV), unless otherwise noted. 2. Test results for weaker principal direction shall meet or exceed minimum values listed in the table. 3. Mass per unit area is a nominal value.
H. Direct exposure to sunlight: Withstand 30 days with no measurable deterioration.
Table 31 32 32B. – Geomembrane Geotextile Cushion Physical Properties Property Test Method Required Values Mass per unit area, nominal ASTM D5261 59 oz/yd2 2000 gm/m2 Tensile strength ASTM D4632 500 lbs Elongation at break ASTM D4632 50 percent Thickness Under 40 psf ASTM D5199 500 mil 400 psf 420 mil 4,000 psf 320 mil UV resistance – tensile strength retained at ASTM D4355 70 percent 500 hours, minimum
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2.02 GEOTEXTILE SUBGRADE PROTECTION FOR ARTICULATED CONCRETE BLOCK REVETMENT
A. Use TenCate, Mirafi® 180N, or equivalent.
B. Needle-punched, nonwoven, geotextile comprised of long-chain polymeric filaments composed of at least 85 percent, by weight, polyolefins or polyesters.
C. Geotextile exhibiting properties in Table 31 32 32 C.
Table 31 32 32C – Geotextile Physical Properties for Articulated Concrete Block Subgrade Property Test Method Required Values Mass per unit area, nominal ASTM D5261 8 oz/yd2 271 gm/m2 Minimum Tensile strength (pounds) ASTM D4632 200 Puncture Strength (pounds) ASTM D4833 80 Trapezoid Tear Strength (pounds) ASTM D4533 50 Max. Apparent Opening Size (mm) ASTM D4751 0.15 to 0.5 Permittivity (sec-1) ASTM D4491 0.7 to 2.5 UV resistance – tensile strength retained at ASTM D4355 70 percent 500 hours, minimum
D. Geotextile edges: Selvaged or otherwise finished to prevent outer material from pulling away.
E. Conform to roll values listed in Table 31 32 32C - Geotextile Physical Properties. 1. Values listed are minimum average roll values (MARV), unless otherwise noted. 2. Test results for weaker principal direction shall meet or exceed minimum values listed in the table. 3. Mass per unit area is a nominal value.
F. Direct exposure to sunlight: Withstand 14 days with no measurable deterioration.
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PART 3 EXECUTION
3.01 SUBGRADE PREPARATION
A. Where the geotextile is used as a cushion layer for the geomembrane composite lining, make repairs and remove projections from the existing steel faceplate in accordance with Section 05 50 00 – Metal Fabrications. 1. Use multiple layers of geotextile cushion where faceplate irregularities and geometry inflections might cause abrasion to the geomembrane lining. 2. A second geotextile cushion layer shall be installed over the expansion joint cover plates as shown on the Drawings.
B. Where the geotextile is used to cover and protect the geomembrane lining at the toe of the dam, where fill is placed over the geomembrane lining, or where the geotextile is used for articulated concrete block bedding, prepare subgrade to provide a firm surface, reasonably even and smooth, and free of offsets, abrupt indentations, and protruding materials greater than 1-inch. 1. Prepare subgrade in accordance with Section 31 23 10 – Earthwork.
C. Obtain COR approval of subgrade before installing geotextile.
3.02 INSTALLATION
A. Place geotextile in the manner and at locations shown on drawings and Contractor shop drawings.
B. Secure geotextile to the existing steel faceplate in accordance with RSN 31 32 32-4.
C. Lay geotextile smoothly, free of tension, stress, folds, wrinkles, or creases so far as is practical and except where required in these specifications.
D. Shingle overlaps on slopes with upstream roll placed over downstream roll.
E. Pin, staple, or place temporary weights to hold geotextile in position where used as bedding for articulated concrete block erosion protection.
F. Anchor terminal end of geotextile cushion for articulated concrete block matts on right abutment with key trench at the crest of slope on the right abutment only. 1. Geotextile should extend along the base of the anchor trenches as shown on the Drawings.
G. The geotextile cushion placed over the geomembrane composite at the upstream toe shall be held in place with temporary attachments and shall be removed once enough backfill has been placed to hold geotextile cushion in place.
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H. In the presence of wind, weight geotextiles with sandbags, magnets or equivalent until cover material placed.
I. Do not entrap stones, soil, excessive dust, or moisture in geotextile that could damage geotextile or overlying geomembrane materials.
J. Do not drive or operate heavy equipment directly on geotextile. 1. Geotextile damaged from swing-stage operation shall be removed and replaced or additional geotextile cushion added at the Contractor’s expense.
K. Drop height of cover material on to geotextile, maximum 1-foot:
L. Cover geotextile within 30 days after geotextile placement. 1. If covering geotextile with specified material is not possible within 14 days, protect exposed geotextile with suitable cover approved by the Government. 2. Replace geotextile that shows signs of UV light degradation. The Government reserves the right to request the Contractor conduct UV degradation testing. Exposed material that does not meet the requirements in Table 31 32 32B shall be replaced at the Contractor’s expense.
M. Compact fill against geotextile at the upstream toe in accordance with Section 31 23 10 - Earthwork.
3.03 SEAMING
A. Join adjacent sheets of geotextile cushion for geomembrane composite by overlapping and securing inplace. 1. Overlap minimum: 3-inches 2. Upstream/upslope roll placed over the downstream/downslope roll. 3. Secure geotextile overlap with the use of adhesives to the steel faceplate or thermal welding to the adjacent geotextile.
B. Join adjacent sheets of geotextile cushion for articulated concrete block by overlapping and pinning: 1. Overlap minimum: 3-inches 2. Upstream/upslope roll placed over the downstream/downslope roll. 3. Clamp or pin on 3-foot centers to secure the overlap during placement. a. Pin 3 inches from geotextile edges. b. Do not use pins when installed over geomembrane.
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3.04 REPAIRS
A. At placement, geotextile will be rejected if it has defects, rips, holes, flaws, deterioration, contamination, or damage.
B. Replace or repair geotextile damaged during installation or placement of cover in the following manner: 1. Remove cover from damaged area of geotextile. 2. Remove any soil or other material which may have penetrated torn geotextile. 3. Repair damaged geotextile by placing additional layer of geotextile to cover damaged area and thermal weld overlap over undamaged geotextile by at least 3 feet on all sides.
3.05 SAFETY
A. If white colored geotextile is used, take precautions against "snow blindness" of personnel.
3.06 CONTRACTOR FIELD QUALITY EXAMINATION
A. After installation, examine entire geotextile surface to ensure that potentially harmful foreign objects (such as needles) are not present.
B. Remove foreign objects or replace geotextile.
END OF SECTION
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SECTION 31 32 35 GEONET DRAIN
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Geonet Drain: 1. Measurement: Surface area required to be covered, except no allowance will be made for seam overlap, repairs, or waste. 2. Payment: Unit price offered in Price Schedule A.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D 1505 Density of Plastics by the Density-Gradient Technique 2. ASTM D 1603 Carbon Black Content of Olefin Plastics 3. ASTM D 4716 In-Plane Flow Rate per Unit Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head 4. ASTM D4355 Deterioration of Geonets by Exposure to Light, Moisture, and Heat in a Xenon-Arc Type Apparatus 5. ASTM D4632 Grab Breaking Load and Elongation of Geonets 6. ASTM D 5035 Breaking Force and Elongation of Textile Fabrics 7. ASTM D5261 Measuring Mass per Unit Area of Geonets 8. ASTM D5199- Standard Test Method for Measuring the Nominal Thickness of Geosynthetics
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals
B. RSN 31 32 35-1, Manufacturer's Certification: 1. Geonet drain furnished meets specified chemical, physical, and manufacturing requirements. 2. 8-inch x 10-inch sample including manufacture’s installation literature.
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C. RSN 31 32 35-2, Installation Plan: 1. Description and shop drawings showing general installation plan. 2. Method to secure geonet drain to steel faceplate and geotextile cushion. 3. Method for field seaming and overlapping geonet drain materials. 4. Connection to drain holes through the steel faceplate.
D. RSN 31 32 35-3, Protection Method: 1. Method to protect exposed geonet drain, when covering is not possible within 14 days.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Wrap geonet drain rolls in relatively impermeable and opaque protective covers.
B. Mark or tag geonet drain rolls with manufacturer's name, product identification, lot number, roll number, and roll dimensions.
C. Mark geonet drain with special handling requirements such as "This Side Up" or "This Side Against Soil to be Retained."
D. Protect geonet drain from ultraviolet light exposure, temperatures greater than 140 degrees F (60 degrees C), precipitation or other inundation, mud, dirt, dust, puncture, cutting, or other damaging or deleterious conditions.
E. Elevate and cover material stored outside with waterproof membrane.
PART 2 PRODUCTS
2.01 GEONET DRAIN
A. Geonet drain comprised of high density polyethylene (HDPE).
B. Geonet drain manufactured by extruding two or three sets of strands to form a three- dimensional structure to provide planar flow.
C. Geonet drain shall conform to minimum property values shown in Table 31 32 32A– Geonet Drain Physical Properties. Unless otherwise noted, values are minimum average values when tested in weaker principal direction.
D. Geonet drain shall include a non-woven geotextile bonded to both sides of the HDPE geonet. 1. Bonded geotextile shall conform to minimum property values shown in Table 31 32 35B– Bonded Geotextile Physical Properties
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E. Stabilizers or inhibitors added to filament base material: Resist deterioration due to ultraviolet or heat exposure.
F. Direct exposure to sunlight: Geotextile composite to withstand 14 days with no measurable deterioration.
Table 31 32 35A. - Geonet Drain Physical Properties Property Test Method Required Values
Transmissivity ASTM D 4716 9 gal/min/ft (Gradient = 0.1, Pressure = 209 psf) Thickness (minimum) ASTM D 5199 200 mils Density ASTM D 1505 0.94 Tensile Strength (machine direction) ASTM D 5035 45 lbs/inch Carbon Black ASTM D 1603 2.0 percent
2.02 BONDED GEOTEXTILE 1. 8-oz/yd2 non-woven material conforming to requirements of Table 31 32 35B - Bonded Geotextile Physical Properties. 2. Unless otherwise indicated, required values are minimum average roll values (MARV’s) when tested in weaker principle direction.
Table 31 32 35B - Bonded Geotextile Physical Properties Property Test Method Requirement Mass per unit area(nominal) ASTM D5261 8 oz / yd2 500 gm/m 2 Grab tensile strength ASTM D4632 200 lbf Elongation ASTM D4632 50 percent UV resistance, minimum strength ASTM D4355 70 percent retained at 150 hours
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PART 3 EXECUTION
3.01 SUBGRADE PREPARATION
A. Make repairs and remove projections from the existing steel faceplate in accordance with Section 05 50 00 – Metal Fabrications.
B. Obtain COR approval of subgrade before installing geonet drain.
3.02 INSTALLATION
A. Place geonet drain in the manner and at locations shown on drawings and Contractor shop drawings.
B. Secure geonet drain to steel faceplate or geotextile cushion in accordance with the approved installation plan.
C. Lay geonet drain smoothly, free of tension, stress, folds, wrinkles, or creases so far as is practical and except where required in these specifications.
D. In the presence of wind, weight geonet drain with sandbags, magnets or equivalent until cover material is placed.
E. Do not entrap stones, soil, excessive dust, or moisture in geonet drain that could damage geonet or overlying geomembrane materials.
F. Do not drive or operate heavy equipment directly on geonet drain. 1. Geonet drain damaged from swing stage operation shall be removed and replaced at the Contractor’s expense.
G. Cover geonet within 14 days after geonet drain placement. 1. If covering geonet drain with specified material is not possible within 14 days, protect exposed geonet drain with suitable cover approved by the Government. 2. Replace geonet drain that shows signs of UV light degradation.
3.03 SEAMING
A. Overlapped seams: 1. Overlap as indicated in manufactures installation guide. 2. Ensure geonet web material is in contact and unobstructed at seam to allow water to flow from one roll/panel to the adjacent. a. Remove at least 1-foot of the geotextile to expose one side of the geonet forming the seam.
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b. Place the exposed geonet against the adjoining panel to ensure water flow across the seam. c. Cover the seam with additional geotextile as needed to prevent contamination of the geonet. 3. Clamp or tie on 1-foot centers to secure the seam during placement.
3.04 REPAIRS
A. At placement, geonet drain will be rejected if it has defects, rips, holes, flaws, deterioration, contamination, or damage.
B. Replace or repair geonet drain damaged during installation or placement of geomembrane cover in the following manner: 1. Remove cover from damaged area of geonet drain. 2. Remove any soil or other material which may have penetrated torn geonet drain. 3. Repair damaged geonet drain caused by placing additional lining materials layers by at least 3 feet on all sides.
3.05 CONTRACTOR FIELD QUALITY EXAMINATION
A. After installation, examine entire geonet drain surface to ensure that potentially harmful foreign objects that might damage the geomembrane lining are not present.
B. Remove foreign objects or replace geonet drain.
END OF SECTION
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SECTION 31 32 36 GEOMEMBRANE COMPOSITE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Geomembrane Composite: 1. Measurement: Surface area required to cover the existing steel faceplate from elevation 6788 to 6905 as shown on the drawings, except no allowance will be made for seam overlap, repair, or waste. 2. Payment: Unit price offered in Price Schedule A. a. Includes additional and excess materials to be provided to the Government at the completion of the project for maintenance and repairs listed in Section 01 60 00 – Product Requirements. b. Includes quality control testing and reporting of both destructive and non- destructive samples and field seams required in this section. c. Includes removal and disposal of existing geomembrane test panels and assemblies, including anchors, located at upstream left abutment. d. Note: cost for slope access system included in the mobilization and demobilization pay item in Section 03 60 10 – Backfill Grouting.
B. Geomembrane Composite for Drainage Runout: 1. Measurement: Surface area required as shown on the drawings, except no allowance will be made for seam overlap, repair, or waste. 2. Payment: Unit price offered in Price Schedule A.
C. Perimeter Seal on Existing Concrete: 1. Measurement: Length of perimeter seal attached to existing concrete features including plinth, left wingwall and left spillway approach wall. 2. Payment: Unit price offered in Price Schedule A. a. Includes concrete drilling, chemical adhesive, stainless steel threaded concrete anchors, stainless steel batten strips, epoxy leveling compound, gasket materials, and stainless steel hardware.
D. Watertight Perimeter Seal on Existing Steel Faceplate: 1. Measurement: Length of perimeter seal attached to the existing steel faceplate. 2. Payment: Unit price offered in Price Schedule A.
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a. Includes surface preparation, threaded stud bolts secured to the faceplate, field welding, stainless steel batten strips, epoxy sealant, gasket materials, and stainless steel hardware.
E. Adhesive Top Perimeter Seal on Existing Faceplate: 1. Measurement: Length of temporary upper perimeter seal attached to the steel faceplate with approved adhesive. 2. Payment: Unit price offered in Price Schedule A. a. Includes surface preparation, adhesive, sealants and geomembrane composite to fabricate the connection.
F. Intermediate Non-watertight Batten Strips Existing Steel Faceplate: 1. Measurement: Length of intermediate batten strips attached to the existing steel faceplate where faceplate inflections or undulations are present. 2. Payment: Unit price offered in Price Schedule A. a. Includes surface preparation, threaded stud bolts secured to the faceplate, field welding, stainless steel batten strips, epoxy sealant, gasket materials, and stainless steel hardware.
G. Intermediate Tensioning Profiles: 1. Measurement: Length of intermediate tensioning profile assemblies attached to the existing steel faceplate. 2. Payment: Unit price offered in Price Schedule A. a. Includes surface preparation, mounting tabs, threaded stud bolts secured to the faceplate, shop and field welding, stainless steel tensioning profile assembly, and stainless steel hardware.
H. Upper Expansion Joint Crossing Assemblies: 1. Measurement: Number of assemblies installed. 2. Payment: Unit price offered in Price Schedule A. a. Includes surface preparation, crossing assembly fabrication, field welding, elastomeric fill material, sealant and geomembrane composite adhesive for each assembly installed.
I. Lower Expansion Joint Crossing Assemblies: 1. Measurement: Number of assemblies installed. a. Includes all materials required to fabricate and assemble the dual expansion joint crossing assembly. 2. Payment: Unit price offered in Price Schedule A.
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a. Includes surface preparation, steel crossing assembly fabrication, field welding, metals for stiffener plates, threaded stud bolts secured to the faceplate, stainless steel batten strips, epoxy sealant, gasket materials, stainless steel hardware, elastomeric fill material, and polyurethane foam grout fill.
J. Intermediate Tensioning Profile Geomembrane Cover Strips: 1. Measurement: Surface area required to cover the tensioning profile members, except no allowance will be made for seam overlap, repair, or waste. 2. Payment: Unit price offered in Price Schedule A.
K. Geomembrane Drain Assemblies: 1. Measurement: Number of assemblies installed. All work and materials to construct each subdrain through the existing steel faceplate. 2. Payment: Unit price offered in Price Schedule A. a. Includes surface preparation, steel faceplate cutting, removal of backfill grout, mild and stainless steel cover plate materials, and field welding. b.
1.01 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D 638 Standard Test Method for Tensile Properties of Plastics 2. ASTM D 751 Standard Test Method for Coated Fabrics 3. ASTM D 1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting 4. ASTM D 1203 Test Method for Volatile Loss from Plastics Using Activated Carbon Methods 5. ASTM D 1204 Linear Dimensional Changes of Nonrigid Thermoplastic Sheeting or Film at Elevated Temperature 6. ASTM D 1593 Nonrigid Vinyl Chloride Plastic Film and Sheeting 7. ASTM D 1790 Brittleness Temperature of Plastic Sheeting by Impact 8. ASTM D 4355 Deterioration of Geotextiles by Exposure to Light, Moisture, and Heat in a Xenon-Arc Type Apparatus
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9. ASTM D 4833 Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products 10. ASTM D 5261 Measuring Mass per Unit Area of Geotextiles 11. ASTM D 792 Specific Gravity (Relative Density) and Density of Plastics by Displacement 12. ASTM D 4437 Standard Practice for Determining the Integrity of Field Seams Used in Joining Flexible Polymeric Sheet Geomembranes 13. ASTM D 4873 Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples 14. ASTM D 5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber 15. ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes 16. ASTM D 6392 Standard Test Method for Determining the Integrity of Nonreinforced Geomembrane 17. ASTM D 7177 Standard Specification for Air Channel Evaluation of Polyvinyl Chloride (PVC) Dual Track Seamed Geomembranes 18. ASTM G 154 Standard Practice for Operating Fluorescent Ultraviolet (UV) Lamp Apparatus for Exposure of Nonmetallic Materials
B. Geosynthetics Institute (GSI) 1. GSI GM29 Practice for Field Integrity Evaluation of Geomembrane Seams (and Sheet) Using Destructive and Nondestructive Testing 2. GRI GM 12 - 1998 Asperity Measurement of Textured Geomembranes Using a Depth Gage 3. GRI GM 13 - 2006 Test Methods, Test Properties and Testing Frequency for High Density Polyethylene (HDPE) Smooth and Textured Geomembranes 4. GRI GM 19 - 2005 Seam Strength and Related Properties of Thermally Bonded Polyolefin Geomembrane
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5. GRI GM 24 - 2007 Nondestructive Air Channel Evaluation and Acceptance Criteria of Polyethylene Dual Track Seamed Geomembrane
1.02 DEFINITIONS
A. For the purpose of these specifications and drawings, “Geomembrane Composite” may also be referred to as “Geomembrane” or “Geomembrane Lining System” or “Geocomposite”. These four terms shall be considered as the same material.
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 31 32 36-1, Geomembrane Composite Installation Plan. 1. Manufacturer's instructions for delivery, storage, and handling of geomembrane materials. 2. Details of geomembrane installation: a. Work schedule. b. Access to the slope. c. Location, size, orientation, and identification (including whether textured or smooth) of panels and continuous seams. d. Sequencing of panel installation. e. Equipment and procedures for handling and installing panels. f. Equipment and procedures for continuous seaming. g. Equipment and procedures for field testing adequacy of seaming equipment and seams. h. Methods for repairing/replacing field constructed seams that fail specified testing requirements. i. Details of equipment, products, and procedures for cleaning, protecting, and repairing geomembrane and seams.
C. RSN 31 32 36-2, Locations and Details of Stainless-steel Mechanical Connections for Securing the Geomembrane Composite. 1. Provide detail for each type of attachment and watertight seal assembly that will be used. Indicate on sketch of dam faceplate where each connection type will be used. Include at a minimum: a. Perimeter seal connections to existing concrete features. b. Lower perimeter seal attached to existing steel faceplate. c. Upper temporary adhesive seal to existing steel faceplate.
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d. Identify the adhesive product to construct the upper temporary seal. e. Intermediate mechanical connections / batten strips attached to existing steel faceplate. f. Identify gasket materials for batten strip system. g. Identify epoxy leveling compound product for installing perimeter seal to the existing concrete features and steel faceplate. h. Intermediate tensioning profiles attached to existing steel faceplate. i. Lower expansion joint dual crossing assembly and seal details. j. Upper expansion joint crossing assembly and seal detail. k. Identify the elastomeric fill material used to construct portion of the upper and lower expansion joint crossing assemblies. l. Perimeter seal crossing detail from the concrete plinth onto the steel faceplate at elevation 6788. 2. Provide calculations to demonstrate the mechanical attachments will resist the expected sliding, wind uplift, hydrostatic and other relevant loading conditions.
D. RSN 31 32 36-3, Locations and Details of Geomembrane Composite Drain Assemblies. 1. Provide detail for each type of drain assembly to direct leakage into the embankment. Include at a minimum: a. Shop drawings of the drain assembly and cover plate. b. Locations of the drains along the lower perimeter seal. 2. Provide calculations to support the appropriate number of drains and their sizing.
E. RSN 31 32 36-4, Notice of Start of Production.
F. RSN 31 32 36-5, Certifications: 1. Certified test results of physical properties tests listed in Tables 31 32 36B - PVC Geomembrane Physical Properties. a. Submit at frequency specified in NSF 54. b. Identify with production date, roll goods number, and quantity represented. 2. Manufacturer's certification that resin used in manufacture of geomembrane being furnished meets requirements of these specifications. 3. Copies of quality control certificates issued by resin supplier.
G. RSN 31 32 36-6, Samples: 1. Submit samples from rolls of geomembrane and from finished fabricated panels of geomembrane composite to be furnished.
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2. Number of samples: Table 31 32 36A - Geomembrane Composite Sampling Requirements. Frequency of sampling may be increased if a geotextile sample does not meet specification requirements. 3. Take 12-inch long samples from entire roll width. 4. Mark samples with contract name and number, product identification, lot number, roll number, machine direction, and quantity represented. 5. Sampling frequency may be increased if test results show that geomembrane does not meet specifications requirements.
Table 31 32 36A - Geomembrane Composite Sampling Requirements Number of rolls Number of rolls to be furnished to be sampled 1 - 2 1 3 - 8 2 9 - 27 3 28 - 64 4 65 - 125 5 126 - 216 6 217 - 343 7 344 - 512 8 513 - 729 9 730 - 1000 10
H. RSN 31 32 36-7, Warranty: 1. The Contractor shall warrant the geomembrane installation workmanship to be free of defects for a period of 5 years. 2. Provide manufacturer's warranty that geomembrane material to be free of defects or failure for a period of 5 years.
I. RSN 31 32 36-8, As-built Drawings. 1. Locations of seams and panels. 2. Locations of patches, repairs, and destructive samples larger than 2’ x 2’ in size. 3. Locations and details of stainless-steel mechanical connections
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4. Deviations from panel layout drawings submitted as part of geomembrane installation plan.
1.04 QUALIFICATIONS 1. The onsite foreman responsible for managing crews and overseeing geomembrane composite installation shall have at least five (5) years of experience.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Ship, handle, store, and care for geomembrane composite, in accordance with manufacturer's instructions.
B. Pack geomembrane composite panels in snug-fitting containers having smooth, abrasive- free interior to prevent damage to geomembrane during transit and handling. 1. Use containers having structurally sound bottoms designed for lifting with forklift-type trucks or approved cables or slings. 2. Mark each container of geomembrane composite panels with name of material, approved roll good numbers, specifications number, quantity contained, name of Contractor, and order or purchase number.
C. Store geomembrane composite onsite in accordance with manufacturer's instructions.
D. Protect geomembrane composite rolls from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat or cold, direct sunlight or other damage.
1.06 AMBIENT CONDITIONS
A. Do not perform field seaming when geomembrane is wet or when wind is displacing geomembrane panels. The Contractor shall coordinate with the COR to discuss work stoppage/restart if adverse climate conditions develop.
B. Seam only when air temperature is above 20 degrees F and below 110 degrees F. 1. If temperatures are expected to be less than 40 degrees during a shift, the Contractor shall construct trial seams for approval by the COR prior to starting work.
PART 2 PRODUCTS
2.01 GEOMEMBRANE COMPOSITE
A. Geomembrane composite shall be Sibelon CNT 4400.
B. Geomembrane composite shall include a non-woven geotextile bonded to one side of the PVC geomembrane.
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C. PVC Geomembrane 1. Virgin PVC resin. 2. Plasticizer system: Impart durability. 3. Stabilizers and biocides: Ensure adequate resistance to mildew and bacterial degradation. 4. Water-soluble compounding ingredients: Prohibited. 5. Pigment: a. Carbon black to produce opaque film ranging from dark gray to black. b. Disperse carbon black evenly to produce uniform color. 6. Finish: Smooth, dull matte finish on both sides. 7. Uniform throughout and free from dirt, oil, foreign matter scratches, cracks, creases, bubbles, tears, holes, pinholes, or other defects which may affect serviceability. 8. Conform to requirements of Table 31 32 36B – PVC Geocomposite Physical Properties and Table 31 32 36C - PVC Geomembrane Physical Properties. a. Unless otherwise indicated, required values are minimum average roll values (MARV’s) when tested in weaker principle direction.
Table 31 32 36B – PVC Geocomposite Physical Properties Property Test Method English Units Metric Units Thickness, Min-avg ASTM D 1593 120 mils 3.0 mm Thickness, minimum 108 mils 2.7 mm Geotextile Tensile ASTM D 638 120 ppi 21 kN/m strength, min Geotextile Elongation, ASTM D 638 35% 35% minimum Geomembrane Tensile ASTM D 638 120 ppi 21 kN/m strength, min Geomembrane ASTM D 638 240% 240% Elongation, minimum Puncture resistance, ASTM D 4833 150 lbs. 665 N minimum Tear resistance, min ASTM D 1004 40 lbs. 177 N Hydrostatic resistance, ASTM D 751 465 psi 3.2 MPa minimum Low temperature/ ASTM D 1790 No failure at –18° C No failure at 0° F brittleness Volatile loss, maximum ASTM D 1203 0.3% 0.3% UV resistance, (max. % ASTM G 154 change in tensile < 20% < 20%
Geomembrane Composite 31 32 36 - 9 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No. properties after 1000 hour exposure) 1 Thermal Field Seams 2 ASTM D 6392 Shear Strength 120 ppi 21 kN/m Shear Elongation > 50% > 50% Peel Strength 80 ppi 15 kN/m Peel Separation > 25% elongation > 25% elongation 1 UV resistance testing shall be completed for manufacturing run before materials are delivered to the site 2 Seam Strength – 4 of the 5 test specimens must meet the listed values. The 5th must demonstrate 80 percent of the listed values.
Table 31 32 36C – PVC Geomembrane Physical Properties Property Test Method English Units Metric Units Thickness, Min-avg ASTM D 1593 120 mils 3.0 mm Thickness, minimum 108 mils 2.7 mm Tensile strength, min ASTM D 638 150 ppi 26 kN/m Elongation, minimum ASTM D 638 280% 280% Puncture resistance, ASTM D 4833 80 lbs. 355 N minimum Tear resistance, min ASTM D 1004 20 lbs. 87 N Hydrostatic resistance, ASTM D 751 190 psi 1.3 MPa minimum Low temperature/ ASTM D 1790 No failure at –18° C No failure at 0° F brittleness Volatile loss, maximum ASTM D 1203 0.3% 0.3% UV resistance, (max. % ASTM G 154 change in tensile < 20% < 20% properties after 1000 hour exposure) - UV resistance testing shall be completed for manufacturing run before materials are delivered to the site
2.02 BONDED GEOTEXTILE
A. 12-oz/yd2 non-woven material conforming to requirements of Table 31 32 36B PVC Geocomposite Physical Properties.
B. Unless otherwise indicated, required values are minimum average roll values (MARV’s) when tested in weaker principle direction.
C. Bond geotextile to geomembrane using thermoplastic adhesive or other approved method.
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D. Bond geotextile to allow seaming of adjacent sheets of geomembrane.
2.03 GEOMEMBRANE COVER STRIP
A. Geomembrane cover strips for tensioning profiles: 1. Geomembrane cover strips shall be Sibelon C 3900. 2. 3.0 mm thick PVC geomembrane extruded in homogeneous mass. 3. Similar chemical composition to Sibelon CNT 4400 to allow for thermal welding of seams. 4. Geomembrane cover strip materials used to cover the tensioning profiles shall also conform to requirements of Table 31 32 36C - PVC Geomembrane Physical Properties.
2.04 GEOTEXTILE CUSHION
A. Conform to requirements of Section 31 32 32 - Geotextile.
2.05 EPOXY LEVELING COMPOUND
A. Two-Part Epoxy Repair Compound: Duroglass Sub Cod. 4580 M300 Tixotropic Epoxy compound manufactured by ACM Purpox, Özvatan caddesi, Araylar Sanayi Sitesi, No:9 A28 Blok Istanbul; or equal, having the following essential characteristics: 1. Non-volatile; no change in thickness during curing. 2. Minimum curing temperature equal to or less than 41 degrees Fahrenheit. 3. Must adhere to both concrete and steel surfaces, after proper preparation. 4. Impact, solvent and chemical resistant. 5. Extended temperature ranges from -13 degrees Fahrenheit to 113 degrees Fahrenheit.
2.06 ADHESIVE FOR TEMPORARY UPPER SEAL
A. Two-part adhesive compound: Mapei, Adesilex PG4; or equal, having the following essential characteristics: 1. Non-volatile; no change in thickness during curing. 2. Hardens within 5 hours at 73 degrees Fahrenheit. 3. Must adhere to both geomembrane composite and steel surfaces, after proper preparation. 4. Impact, solvent and chemical resistant. 5. Extended temperature ranges from -13 degrees Fahrenheit to 113 degrees Fahrenheit.
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2.07 ELASTOMERIC FILL FOR EXPANSION JOINT CROSSING ASSEMBLIES
A. Two-part flexible compound: Mapei, Mapeflex PU 70 SL; or equal, having the following essential characteristics: 1. Highly-deformable sealant after curing. 2. Sets within 24 to 36 hours at 73 degrees Fahrenheit. 3. Must adhere to the prepared steel surface. 4. Resistant to compressive, tensile and torsional stresses 5. Resistant to surface temperature ranges from -22 degrees Fahrenheit to 158 degrees Fahrenheit.
2.08 COVER PLATES FOR GEOMEMBRANE DRAINS
A. Materials for and fabrication of carbon steel cover plates, stainless steel cover plates, and welding: In accordance with Section 05 50 00 – Metal Fabrications.
2.09 GOVERNMENT CONTRACT SOURCE QUALITY ASSURANCE
A. The Government reserves the right to inspect and obtain samples for testing during factory manufacture/fabrication at beginning of production and subsequently.
PART 3 EXECUTION
3.01 SUBGRADE PREPARATION
A. Make all reparations to the existing steel faceplate as shown on the drawings and as described in 05 50 00 – Metal Fabrications.
B. Where welding is required to construct the perimeter seals or intermediate mechanical connections prepare the existing steel faceplate in accordance with 05 50 00 – Metal Fabrications.
C. Where adhesives, sealants or elastomeric materials are used for the geomembrane composite installation remove loose or deteriorated concrete, make concrete repairs as needed, remove steel faceplate coatings and/or corrosion, or any other materials that would impact the seal with the existing surfaces. 1. Prepare surfaces in accordance with manufacturer’s recommendations or as otherwise directed by the onsite Government representative.
D. Prepare surface upon which geomembrane composite is to be placed to a firm surface, reasonably even and smooth, and free of abrupt indentations and protruding materials (offsets) greater than 1/2 inch, including any rough or sharp projections or edges that might damage the geomembrane lining.
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E. Where geomembrane composite is placed on the fill at the upstream toe of the dam as a drainage apron, remove rocks, boulders, vegetative matter, brush, large roots, or other objectionable foreign matter.
F. Obtain Government verbal approval of subgrade before installing geomembrane composite.
3.02 INSTALLATION
A. Install 59-oz/yd2 geotextile cushion against the existing steel faceplate in all areas receiving geomembrane composite.
B. Placed between the existing steel faceplate and the geomembrane composite.
C. Add second layer over the existing steel expansion joints as shown on the Drawings.
D. Placed between geomembrane and backfill placed at the upstream toe. 1. Install 59-oz/yd2 geotextile cushion in accordance with Section 31 32 32- Geotextile. a. Do not damage underlying geotextile cushion during geomembrane composite installation. b. Add additional geotextile layers in areas with irregular geometry or undulations that may cause damage to geomembrane composite. 1) Additional geomembrane shall be obtained from scrap or excess. 2) Additional geotextile for use as cushion shall be included in the unit price for the geomembrane composite installation. c. Additional cushioning shall be placed over the existing steel expansion joints or where there are geometry irregularities.
E. Install geomembrane composite as shown on drawings, and in accordance with approved geomembrane composite installation plan. 1. A geomembrane composite test panel, about 30’ x 30’ in size, was constructed on the upstream left abutment. Additional test assemblies are present in this area. 2. The test panels and assemblies include stainless steel batten strips and intermediate tensioning profiles secured to the existing steel faceplate and concrete plinth. 3. The existing test panel geomembrane shall be removed and disposed of by the Contractor. 4. Stainless steel materials secured to the existing steel faceplate shall be removed or covered with additional geotextile cushion materials as prevent puncturing of the new geomembrane composite.
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5. Post-installed concrete anchors and stainless steel batten strips used to secure the test panel to the concrete plinth may be re-used for permanent construction as approved by the COR.
F. Have manufacturer’s technical representative(s) onsite during geomembrane composite installation. 1. Manufacturer’s technical representative(s) shall exercise technical control of installation, observe the work, instruct and/or make recommendations to the installers as required, and report unsatisfactory conditions to the Government.
G. Properly protect and maintain any completed geomembrane composite installations during periods of geomembrane composite installation inactivity in accordance with approved installation plan.
H. Anchor geomembrane composite to existing steel faceplate and concrete features with approved stainless-steel mechanical connection system. 1. Welding batten strips directly to the existing steel faceplate to construct the watertight perimeter seal is not allowed. 2. Watertight perimeter seals to the existing steel faceplate shall use stainless steel threaded stud bolts attached to the steel faceplate by welding. a. Other mechanical anchors such as toggle anchors may be used in lieu of welded stud bolts only for instances in which the stud bolts have failed test requirements described in Section 05 50 00 – Metal Fabrications or unless otherwise approved in the Geomembrane Composite Installation Plan. 3. Use compressible epoxy sealant and gasket materials to construct the watertight perimeter seals as listed and approved in the Geomembrane Composite Installation Plan.
I. Ballast to prevent uplift by wind at edges, ends, and other locations as required.
J. Overlap adjacent sheets of geomembrane composite in accordance with approved geomembrane composite installation plan.
K. Install 59-oz/yd2 geotextile cushion over geomembrane composite anywhere fill materials are placed on the geomembrane composite. 1. Remove temporary attachments once enough backfill has been placed to hold the geotextile in place and prevent taring the geomembrane composite.
L. Where unknown conditions exist and require changes to what is shown on the Drawings and listed in the approved in the Geomembrane Composite Installation Plan, notify the COR immediately to coordinate required changes.
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3.03 BACKFILL PLACED AGAINST THE GEOMEMBRANE COMPOSITE
A. Backfill is required over the geomembrane composite along the upstream toe as shown on the drawings.
B. Backfill placed against the geomembrane composite, within 18-inches measured normal to the slope, shall meet the requirements in Section 32 15 10 – Gravel Surfacing.
C. Backfill materials beyond 18-inches from the geomembrane composite shall be placed in accordance with the requirements in Section 31 23 10 – Earthwork.
3.04 FIELD SEAMS
A. Perform continuous field seaming in strict accordance with the approved geomembrane composite installation plan.
B. Field seams shall form a continuous, homogeneous connection between geomembrane panels.
C. Install and field seam the geomembrane under the direct guidance of the geomembrane manufacturer's technical representative and in the direct presence of the installer's geomembrane installation supervisor/field engineer and/or master welder.
D. Contact surfaces to be field seamed shall be dry and thoroughly cleaned of all dirt, dust, grease, oil, and other foreign materials.
E. Where seaming of geomembrane panels is required to fabricate the connection between separate portions of the geomembrane installation, the Contractor shall remove any protective materials used, such as tape, and shall thoroughly clean the geomembrane surface(s) to be seamed, using appropriate cleaning agents.
F. Joining adjacent panels: 1. Overlap geomembrane in accordance with the approved geomembrane composite installation plan and to manufacturer's recommendations. 2. Thermal weld using only approved methods for primary field seaming method. 3. Finished overlap, minimum: 3 inches, provided, that overlap sufficient to allow peel tests to be performed on seam.
3.05 MECHANICAL ANCHORS AND HARDWARE
A. Mechanical anchors and hardware for attaching the geomembrane composite to existing steel faceplate and concrete surfaces including watertight perimeter seals, intermediate mechanical anchors and tensioning profiles shall be designed by the Contractor and identified in the Geomembrane Composite Installation Plan.
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1. Considerations shall be made for dielectric corrosion occurring from dissimilar materials in contact. 2. All metallic mechanical attachment features shall meet the requirements in Section 05 50 00 – Metal Fabrications.
B. All hardware and materials used to attach the geomembrane lining system to the existing steel faceplate shall be corrosion resistant and provide sufficient durability with a projected minimum service life of 50 years under normal operating conditions.
C. Any holes drilled or cut through the steel faceplate must be either covered with a fabricated steel patch welded to the existing faceplate or sealed with a gasket material to prevent leakage.
D. Threaded stainless-steel stud bolts shall be welded to the steel faceplate to construct the watertight perimeter seal and intermediate mechanical connection attachments. 1. Stud welding equipment may be used to attach the threaded stud boltsto the existing steel faceplate. 2. Stud welding methods shall prevent the creation of holes or thinning of the steel faceplate section. 3. Additional requirements for surface preparation in advance of welding, welded stud materials and testing are provided in Section 05 50 00 – Metal Fabrications.
E. Other mechanical threaded stainless-steel anchors such as drilled holes and toggle anchors as approved in the Geomembrane Composite Installation Plan may be used to construct the watertight perimeter seals or other intermediate mechanical connections. 1. Where toggle anchors are used, remove backfill grout from beneath the steel faceplate locally around the drill hole to ensure engagement of the anchor. 2. Additional requirements for the toggle anchor materials, installation and testing are provided in Section 05 50 00 – Metal Fabrications.
F. When attaching the perimeter seal to the concrete plinth at the upstream toe, parapet wall, and spillway approach wall, the use of hammer drills and stainless-steel expansion/chemical anchors are permitted. See additional requirements in Section 03 20 30 – Post-installed Concrete Anchors.
3.06 REPAIRS
A. Repair field seams and other damaged areas according to manufacturer's recommendations and as approved in geomembrane installation plan.
B. Repair geomembrane with oval or rounded patch, which overlaps undamaged geomembrane not less than 3 inches.
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C. Test repairs using vacuum method as outlined in paragraph 3.07 D.
D. Repair and retest unbonded areas detected by vacuum testing.
3.07 CONTRACTOR FIELD QUALITY CONTROL TESTING
A. Test Frequency: 1. All field welds, patches and repairs made for the permanent construction shall be tested using the relevant test method(s) listed below. a. Testing shall be completed in the presence of a Government onsite representative. 2. At least two test seam samples representing the seam welding method(s) being used shall be fabricated before production welding commences and provided to the COR, or at a change of weather conditions that may impact the production seams as deemed necessary by COR. 3. During production seam welding at least one test seam sample shall be obtained from either the top or bottom of each continuous vertical seam outside of the permanent construction limits which are used to connect adjoining geomembrane composite rolls. a. At least one test seam sample shall be obtained from each horizontal seam outside of the permanent construction limits which are used to connect adjoining geomembrane composite rolls. 1) Laboratory testing of production seam samples shall be completed at least once for every 500 feet of permanent field seams constructed. 2) Excess field seam samples shall be provided to the Government for quality assurance testing at the Government’s discretion. 3) Test seam samples from geomembrane cover strips over tensioning profiles or intermediate batten strips that are not the primary watertight seals are not required. b. Destructive test samples within the permanent construction area are not to be taken unless directed by the COR.
B. Air pressure Test – for double wedge welds: 1. Double wedge welds shall be non-destructively tested, evaluated and approved in accordance with ASTM D 5820 and D 7177. 2. Demonstrate procedure for air pressure testing to the COR for approval before testing begins. 3. Test Procedures: a. Pressurize channel between two wedge welds.
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b. Minimum channel Pressure: 25 psi. c. Minimum Dwell time: two (2) minutes. 4. Should failing test results be recorded, efforts should be made to locate and isolate the flaw / leak. a. Test methods listed below shall be used to aid in locating the flaw / leak.
C. Mechanical Point Stressing – for single wedge and manually constructed welds and repairs: 1. Conduct mechanical point stressing test on welds fabricated with a solid wedge welder and/or manual welds, in accordance with ASTM D 4437. 2. Once the geomembrane sheets have been seemed, run a blunt instrument, such as a screwdriver, along the edge of the seam to find unbonded areas. a. This procedure shall not puncture or damage the liner material. 3. Any locations found to be unbonded are marked and the blunt object is inserted in order to peel away as much of the defective weld as can be done by hand. 4. Following observation of defective seam by the COR, repair areas shall be rewelded and retested to achieve a passing result.
D. Vacuum Chamber – for patches and repairs smaller than 6” x 6” in size or as directed by COR to aid in locating production seam leaks. 1. Test Equipment: a. Conduct vacuum chamber test in accordance with ASTM D 5641. b. Vacuum chamber (box): Apparatus manufactured by American Parts and Service Co., 2201 West Commonwealth Avenue, PO Box 702, Alhambra CA 91802, or equivalent, having the following essential characteristics: 1) Vacuum box assembly consisting of rigid housing, transparent viewing window, soft neoprene gasket attached to the bottom, port hole or valve assembly, and gauge to indicate chamber vacuum. 2) Steel vacuum tank and pump assembly equipped with pressure controller and pipe connections. 3) Rubber pressure/vacuum hose with fittings and connections. 2. Demonstrate procedure for vacuum seam testing to the Government for approval before testing begins. 3. The vacuum chamber test may be used as directed by the COR to aid in locating production seam leaks not located with the air pressure or mechanical point stress test methods. 4. Test procedures: a. Perform vacuum test with soapy solution.
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b. Maintain at least 5 psi vacuum for at least 15 seconds, without bubbles appearing from seam. c. Overlap 3 inches of seam with vacuum box between tests to ensure that all sections of seam are tested. d. Defects are marked and repaired. e. The vacuum box test is detailed in ASTM D 5641.
E. Production test seams: 1. Prepare test seams to verify that field seaming conditions are satisfactory. a. Construct test seams using equipment and methods representing the current operations. 2. Test sample: a. At least 2 feet in length with the seam centered lengthwise. b. Specimens for laboratory testing: 1) 1-inch-wide specimens cut from opposite ends of test seam. 2) Not obtained from the first or last 6 inches of test seam sample. 3. Laboratory testing - shear and peel. a. Contractor shall provide test apparatus onsite for testing production field seams. 1) The Government representative shall be provided access to observe laboratory testing. b. Test seams shall be tested in accordance with ASTM D 6392. c. At least one test seam sample shall be laboratory tested for every 500 feet of field constructed seam for permanent construction. d. Seam strength and failure criteria shall meet the requirements in Table 31 32 36B – PVC Geomembrane Physical Properties.
F. Recording Results: 1. Record results of test seam and field seam testing and provide daily documentation to the Government at end of each shift. 2. Identify field seams, by panel and location where applicable, that initially failed seam testing. 3. Include evidence that field seams or welding equipment were repaired and successfully retested.
G. Failed Seam Test Results
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a. If a test seam fails to meet the laboratory testing requirements, the seaming equipment and seaming crew shall prepare at least three test samples. 1) The seaming equipment and seaming crew shall not be used for field seaming until the deficiencies are corrected and two consecutive successful test seams have been achieved. b. Laboratory test results representing field constructed seams shall be used in cooperation with field test methods to determine if repairs or replacements are needed. c. Where field seams fail to meet the air pressure or mechanical point stress test methods, the flaw or leak shall be located and repaired. d. Area(s) along field seams that a flaw or leak is suspected may be repaired by installing a cover strip of geomembrane in accordance with the approved geomembrane composite installation plan. 1) The repaired area should be tested again for the presence of flaws and leaks. e. If the flaws and leaks cannot be found or repaired, the Government reserves the right to reject the failed field constructed seams. 1) Geomembrane materials shall be removed to the prior passing field constructed seam or where a new connection can be made as approved by the COR. 2) Materials removed shall be replaced at the Contractor’s expense.
3.08 COVER PLATES FOR GEOMEMBRANE DRAINS
A. Install cover plates in accordance with Section 05 50 00 – Metal Fabrications.
END OF SECTION
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SECTION 31 32 53 PRESSURE GROUTING FOUNDATION
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Mobilization of Foundation Grout Drilling and Grout Mixing Equipment: 1. Payment: Lump-sum price offered in Price Schedule A. a. Includes cost of moving grouting and drilling equipment onto the site, assembling into working condition, disassembling, and removing from the site. b. Will be paid only once regardless of number of times equipment is moved and assembled or reassembled during work. c. Sixty percent of lump-sum price offered will be included in the monthly progress payment for the month during which mobilization and assembly is essentially completed and pressure grouting foundation has begun. d. Remaining 40 percent will be included in progress payment for the month during which equipment is demobilized and removed from the site after completion and acceptance of drilling and pressure grouting foundation operations. e. Do not include in general mobilization and backfill grouting costs.
B. Standpipes: 1. Measurement: Length of pipe installed. a. Limited to one 2.0-foot-long standpipe for each grout curtain hole. 2. Payment: Unit price offered in Price Schedule A. a. No payment will be made for lengths not shown on drawings unless otherwise directed by the COR. b. Includes maintaining holes free from obstructions until pressure grouting is complete. c. Includes cost of grouting annulus between standpipe and outer drill hole.
C. Drill Setups: 1. Measurement: Number of drill setups used for grout holes. a. Limited to one setup for each grout hole, except when directed by COR for: 1) Additional setups in down stage grouting.
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2) Situations where drill has been removed, used on another grout hole, and returned to initial grout hole for additional drilling. 2. Payment: Unit price offered in Price Schedule A.
D. Grout Hole Drilling: 1. Measurement: Depth measured in feet of required grout holes drilled through rock during grouting. a. Length of drilling measured through rock for grout intervals. 2. Payment: Unit prices offered in Price Schedule A. a. Includes flushing hole with clean water until hole is free of drill cuttings.
E. Grout Hole Re-drilling: 1. Measurement: Depth measured in feet of required grout holes re-drilled during stage-down grouting. a. Length of drilling measured through previously grouted intervals. 2. Payment: Unit prices offered in Price Schedule A. a. Where stage-down grouting is allowed to set by direction of COR, cost of re-drilling through the grouted interval will be paid by the Government. b. Where stage-down grouting is required by COR, re-drilling required because of Contractor’s failure to clean out a hole before grout has set shall be performed by and at the Contractor’s expense. c. Includes flushing hole with clean water until hole is free of drill cuttings.
F. Grout Hole Verification Drilling: 1. Measurement: Depth measured in feet of verification holes drilled. a. Depths measured from bottom of the standpipe. 2. Payment: Unit price offered in Price Schedule A. a. Includes core sampling. b. Includes drill logs and televiewer logs. c. Includes core boxes d. Includes acoustic and optical televiewer surveys. e. Tolerance Surveys
G. Grout Hole Hookups: 1. Measurement: Number of each packer setting, and grout supply pipe hooked onto grout manifold for injecting grout into a grout hole.
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a. Limited to one hookup per hole per stage unless a stage is intermittent grouted. b. If a stage is intermittent grouted, measurement will be made of the number of times the stage is hooked onto for grouting. c. Includes hookups and manifold connections to voids, springs, cracks, crevices, or other defects in the exposed foundation, where required by the COR. 2. Payment: Unit price offered in Price Schedule A. a. Only includes hookups made at the direction of the COR b. When packers are required, limited to stages where the packers are seated until the hole is completed. c. No allowance will be made due to required down-stage hookups directed by the COR.
H. Foundation Pressure Grouting: 1. Measurement: Time grout pumps operate as directed by the COR a. 1/2 hour per day per grout pump for cleanup will be added each day grouting is performed. b. Measured from the time grout is first injected into the hole until the hole reaches refusal as determined by the COR. c. Measured cumulatively to the nearest tenth of a minute. 2. Payment: Unit price offered in Price Schedule A. a. Does not include time lost due to fault or negligence of the Contractor or defective equipment.
I. Cement: 1. Measurement: Number of bags of cement injected into holes or grout connections at direction of COR. a. Bag: 94 pounds. b. Estimated quantity shown in the schedule is based on the total estimated number of bags of cement required for pressure grouting and a 5 percent allowance for waste. c. Does not include: 1) Cement lost due to improper anchorage of grout pipes or connections, or rejected because of improper mixing, or lost by leakage due to failure to caulk surface leaks when directed by COR, or leakage from Contractor’s equipment.
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2) Wasted cement not injected within required time after mixing due to Contractor’s negligence or equipment breakdown, as determined by COR. 2. Payment: Unit price offered in Price Schedule A.
J. Superplasticizer: 1. Measurement: Number of gallons injected into holes or grout connections at direction of COR. a. Does not include: 1) Superplasticizer lost due to leakage from Contractor’s equipment, failure to caulk surface leaks, or rejected by COR. 2) Wasted superplasticizer not injected within required time after mixing due to Contractor’s negligence or equipment breakdown, as determined by COR. 2. Payment: Unit price offered in Price Schedule A.
K. Bentonite: 1. Measurement: Weight injected into grout holes or grout connections at direction of COR. a. Estimated quantity shown in the schedule is based on the total estimated weight required for pressure grouting and a 5 percent allowance for waste. b. Does not include: 1) Bentonite lost due to improper anchorage of grout pipes or connections, or rejected because of improper mixing, or lost by leakage due to failure to caulk surface leaks when directed by COR, or leakage from Contractor’s equipment. 2. Payment: Unit price offered in Price Schedule A.
L. Viscosity Modifier: 1. Measurement: Weight injected into grout holes or grout connections at direction of CR. a. Does not include: 1) Viscosity Modifier lost due to leakage from Contractor’s equipment, failure to caulk surface leaks, or rejected by COR. 2) Wasted viscosity modifier not injected within required time after mixing due to Contractor’s negligence or equipment breakdown, as determined by COR. 2. Payment: Unit price offered in Price Schedule A.
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M. Minus No. 40 Silica Sand: 1. Measurement: Volume injected into grout holes or grout connections at direction of COR. a. Estimated quantity shown in the schedule is based on the total estimated weight required for pressure grouting and a 5 percent allowance for waste. b. Does not include: 1) Silica Sand lost due to improper anchorage of grout pipes or connections, or rejected because of improper mixing, or lost by leakage due to failure to caulk surface leaks when directed by COR, or leakage from Contractor’s equipment. 2. Payment: Unit price offered in Price Schedule A.
N. Water Tests: 1. Measurement: Number of water tests made as directed by COR. 2. Payment: Unit price offered in Price Schedule A.
O. Automated Grouting Data Collection System: 1. Payment: Lump-sum offered Price Schedule A. a. Percentage of lump-sum price can be made monthly as determined by COR.
P. Backfill Grout Holes: 1. Measurement: Number of grout holes abandoned. 2. Payment: Unit price offered in Price Schedule A.
Q. Uplift Monitoring: 1. Cost: a. Include cost in other items of work for the dam foundation grouting.
R. No allowance for interference or delays due to other phases of the work caused by drilling and grouting operations, including time needed to develop satisfactory grouting procedures.
1.02 REFERENCE STANDARDS
A. American Petroleum Institute (API) 1. API 13A, 2010 including errata Specification for Drilling Fluids
B. ASTM International (ASTM)
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1. ASTM A53/A53M-08 Pipe, Steel, Black and Hot-Dipped, Zinc- Coated, Welded and Seamless 2. ASTM A197/A197M-00(2006) Cupola Malleable Iron 3. ASTM A234/A234M-10 Piping Fittings of Wrought Carbon Steel and Alloy Steel for Moderate and High Temperature Service 4. ASTM C150/C150M-09 Portland Cement 5. ASTM C494/C494M-10 Chemical Admixtures for Concrete 6. ASTM C1602/C1602M-06 Mixing Water Used in the Production of Hydraulic Cement Concrete 7. ASTM C1064/C1064M-17 Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete 8. ASTM D7725-17 Standard Test Method for the Continuous Measurement of Turbidity Above 1 Turbidity Unit
1.03 DEFINITIONS
A. HRWRA: High-range water reducing admixture.
B. NTU: Nephelometric Turbidity Units
1.04 PROJECT CONDITIONS
A. Refer to Sections 53 10 00 – Geologic Investigations, Section 53 20 00 – Record of Geologic and Subsurface Investigations, and Section 51 00 00 – Information Available to Offerors.
B. The left abutment of El Vado Dam consists of a landslide mass to a depth of about 60 to 100 feet along the upstream toe. 1. A sandstone unit slid over shale and terrace alluvial deposits. 2. It is possible there are multiple slide surfaces within the planned remedial foundation grouting area. 3. The sandstone materials above the slip surface(s) are highly fractured. Below the slip surface(s) the interbedded shale, siltstone and sandstone beds are mostly tight.
C. Original construction included the excavation of shafts and lateral drifts to construct a partial concrete cutoff wall beneath the concrete plinth at the upstream toe. 1. The original construction also included a foundation grouting program extending about 10 to 20 feet below the understood slip surface where a complete concrete cutoff wall was not constructed.
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2. Where initial high grout takes were observed, a sanded grout mixture (up to 5 parts sand to 1 part cement) was used to fill large fractures and voids. 3. Subsequent closure holes used lower sand: cement mixtures and eventually just a cement: water mixture.
D. Seepage monitoring from 1935 to early 1950s suggested the original upstream cutoff was becoming less effective. 1. Reclamation performed a remedial foundation grouting program on the left abutment through the center of the concrete plinth and concrete cutoff wall. 2. Where original grouting was not completed, grout takes were very high in the 1950s remedial foundation grouting program. 3. Where grouting had previously been completed, grout takes were low to moderate in the 1950s remedial foundation grouting program. 4. Remedial grouting in the 1950s was reportedly completed with a finite budget and it is unclear if the desired closure criteria were achieved. 5. Total seepage rates were reportedly reduced by about half.
E. The objective of this remedial foundation grouting program is to build upon the original and 1950s grouting programs to further reduce seepage through the left abutment landslide foundation.
F. The Government anticipates a significant portion of the foundation pressure grouting will require stage down grouting procedures. 1. Poor drilling conditions are anticipated in the upper 60 feet. 2. High grout takes are expected to occur in the upper 60 feet.
G. Handle construction wastewater from drilling, grouting, and water testing in accordance with Section 01 57 30 – Water Pollution Control. 1. Dispose of excess grouting materials in accordance with 01 74 00 – Cleaning and Waste Management.
1.05 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 – Submittals.
B. RSN 31 32 53-1, Resumes: 1. Qualifying experience of individual responsible for supervising pressure grouting foundation work. 2. Qualifying experience for drill foreman. 3. Qualifying experience for automated data collection system operator. C. RSN 31 32 53-2, Grouting Materials:
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1. Cement: a. Manufacturer’s certification and test reports for each lot of cement from which shipments are drawn. 2. Viscosity Modifier and Superplasticizer: a. Manufacturer’s name and specific brand names, product description and data sheets, SDS, mixing instructions, recommended dosage, chloride content, and precautions for its use. b. Product samples: Submit product samples to Reclamation’s Concrete and Structural Laboratory a minimum of 60 days prior to beginning work. 1) Viscosity Modifier: a) 2 pounds minimum for powdered admixtures. b) 2 gallons minimum for liquid admixtures. 2) Superplasticizer: 2 gallons, minimum. 3. Bentonite: a. Product certification report showing that materials meet specified requirements. b. Product samples: Submit a 50 pound product sample to Reclamation’s Concrete and Structural Laboratory a minimum of 60 days prior to beginning work. 4. Silica Sand: a. Product information showing material meets specified requirements.
D. RSN 31 32 53-3, Drilling Plan 1. Equipment and procedure for drilling grout curtain holes, verification holes, and standpipe holes. 2. Method of access to drill holes in difficult locations. 3. Method to maintain drill hole verticality. a. Drill hole survey equipment to be used to report verticality of surveyed drill holes. 4. Grout hole standpipe installation procedures for grout curtain holes. a. Identify standpipe diameter for grout holes. 5. Manufacturer’s description of the acoustic televiewer.
E. RSN 31 32 53-4, Grouting Plan 1. Procedures used to mix water, cement, bentonite, and admixtures. 2. Procedures used to hydrate bentonite. 3. Standpipe installation procedures.
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4. Water test procedure. 5. Grouting procedure. 6. Grouting shift schedule with consideration for requirements provided in Section 01 14 12 – Work Restrictions and Section 01 14 10 – Use of Site. 7. Description of staffing for each shift. 8. Proposed location of staging areas for grout plants. 9. Method of access to difficult grout hole locations. 10. Number of grout plants. 11. Grouting Schedule and work schedule. 12. Night-time Equipment and Considerations. 13. Cold-weather procedures, if applicable. Include methods to prevent freezing of materials. 14. Procedures used to caulk leaks when grout is observed to be flowing from foundation. 15. Equipment and procedures for real-time uplift monitoring. 16. Communication equipment and procedures. 17. Materials staging, storage and handling plan.
F. RSN 31 32 53-5, Primary and Backup Grout Plant and Equipment Information. 1. Procedures used to mix water, cement, and admixtures. 2. If a central batch plant is proposed: a. Resumes for on-site batch plant operator(s). b. Location, plan, and schematic drawing of central batch plant. 1) Schematic drawing with: a) Location of the principle components of the construction plant, and all offices and associated storage and Government and Contractor testing facilities. b) General features of storage and reclaiming facilities; water storage; grout batching and mixing plant; batch water refrigeration and heating equipment; and grout conveying and placing plan. 2) Peak capacity and anticipated daily production rate including volume of cementitious material storage; grout batching, mixing, transporting and placing in cubic yards per hour. 3) Description of methods for handling and storing cementitious materials.
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4) Describe facilities for sampling representative mix constituents and batched grout at the on-site batch plant. 3. Grout Pump Rating Curves. 4. Grout Plant Mixer and agitator details. 5. Photographs of grout plant. 6. Power system for grout pumps, mixer, and agitator. 7. Name and manufacturer for grout manifold pressure sensor and valves. 8. Schematic diagram for circulating grout lines illustrating location of grout pump, supply line, return line, instrumentation, and grout manifold. 9. Grout manifold pressure sensor and valve details.
G. RSN 31 32 53-6, Automated Grouting Data Collection System Information 1. Manufacturer’s name, product names, product description, and instructions for Pressure Transducer, Density Gauge and Flowmeter. 2. Description of output file format to be provided to Government. 3. Figure illustrating location(s) of centralized data collection system. 4. Equipment testing and recalibration procedures. 5. Calibration test reports for all equipment. Time stamp on calibration test reports shall be within 30 days of commencement of pressure grouting. 6. Schematic diagram for equipment location within circulating grout lines and grout manifold. 7. Quality control plan for evaluating accuracy of automated grouting data collection system.
H. RSN 31 32 53-7, Acoustic Televiewer Surveys: 1. DVD copy of Optical Acoustic Televiewer (OATV) surveys and electronic files necessary to produce each individual OATV log of each verification hole drilled.
I. RSN 31 32 53-8, Water Pressure Test and Grouting Data Reports 1. PDF copies of the records and unaltered Microsoft Excel compatible data files produced by the Automated Grouting Data Collection System within 24 hours following completion of the operation for which the information applies. 2. Contractor shall be responsible for detecting and correcting any data “glitches” that may be generated and an explanation for the cause of the “glitch”.
J. RSN 31 32 53-9, Closeout Submittals 1. Grouting and Water Pressure Testing Digital Records
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a. The contractor shall submit a summary database of all grouting and water pressure testing information. b. Drawings 2. Drill Hole Logs
1.06 QUALIFICATIONS
A. Grouting Supervisor: 1. Minimum of 10 years of experience in responsible charge of grouting for construction similar in nature to that required by this contract. 2. Follow guideline of Section H of the contract prior to changing Grouting Supervisor.
B. Automated Grouting Data Collection System Operator: 1. Minimum equipment operating experience: 1 year. 2. Minimum foundation grouting experience: 2 years.
C. Grout foreman shall have a minimum of 2 years’ experience in grouting for construction similar in nature to that required by this contract.
D. Drill foreman: Minimum 5 years’ experience drilling on similar projects.
E. Maintain sufficient qualified personnel to perform required drilling and grouting work.
1.07 DELIVERY, STORAGE, AND HANDLING
A. In accordance with manufacturer’s instructions.
B. Keep materials in manufacturer’s original, weatherproof, unopened containers and packaging until installation. 1. Clearly label with product name and manufacturer.
C. Store materials in clean, dry conditions.
D. Protect materials to prevent contamination or damage.
PART 2 PRODUCTS
2.01 PORTLAND CEMENT
A. Portland cement: 1. ASTM C150, Type II. 2. Meet equivalent alkalies requirements of ASTM C150 – Table 2.
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3. Meet false-set requirements of ASTM C150 – Table 4.
B. Cement for grouting: Supplied in bags.
C. Obtain COR approval for use of bulk cement. Methods of handling, transporting, and storage shall be satisfactory to the COR.
2.02 WATER
A. Water may be obtained from the reservoir at a location approved by the COR. 1. Provide filtration system if reservoir water is excessively turbid.
2.03 BENTONITE
A. Natural sodium cation-base montmorillonite, premium-grade powdered Wyoming bentonite, in accordance with API 13A, Section 9.
B. Do not use chemically treated bentonite.
C. Sodium montmorillonite clay purity, minimum: 85 percent.
D. Moisture content as packaged, maximum: 10 percent.
2.04 SUPERPLASTICIZER
A. ASTM C 494, type F high range water reducing admixture (HRWRA).
2.05 VISCOSITY MODIFIERS
A. Diutan Gum as manufactured by C.P. Kelco, www.cpkelco.com or equal with the following essential characteristics: 1. Soluble, high molecular weight biopolymer. 2. Enhances stability of the cement-bentonite slurry mix.
2.06 SILICA SAND
A. Manufactured from friable quartz sandstone.
B. Consist of hard, durable, uncoated particles.
C. Gradation: 1. Percent passing No. 16 sieve: 100 percent. 2. Percent passing No. 200 sieve: Less than 5 percent in accordance with ASTM C117.
D. Sand shall be stored in manner to prevent contamination with soil or vegetative matter.
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E. If materials are stockpiled onsite, clear and strip stockpile areas prior to stockpiling.
F. Sand shall remain in free draining storage for at least 72-hours prior to use.
2.07 GROUT HOLE ABANDONMENT GROUT MIX
A. 2 pounds of powdered bentonite, 1 cubic foot of water, one 94 lb bag of cement, and one- half pound of superplasticizer.
2.08 PRESSURE GROUT MIX
A. Government will design and will make adjustments to achieve closure criteria.
B. Anticipated water-cement ratio of grout mixture will vary from 5:1 to 0.6:1, by volume, consisting of stable and unstable grout mixes with varying concentrations of admixture and bentonite. 1. Initial grout mix for each grout stage will be as directed by COR. 2. Grout mixes shall only be thickened during pressure grouting operations as directed by COR: a. Point which grout is thickened will vary in each grout hole stage, depending on rate of grout take: 1) Stage with relatively high rate of injection, decision to thicken mix may be made after two to three batches of initial mix are injected. 2) Stage with moderate rate of injection, decision to thicken mix will be made based on flow rates versus time. 3) Stage with slow rate of injection, it may be appropriate to inject a single grout mix until refusal is reached.
C. Admixtures will consist of superplasticizer and viscosity modifiers.
D. Admixture and bentonite quantities within each grout mix will be directed by the COR. In general, admixture and bentonite concentrations will be: 1. Bentonite: 0 to 3 percent by weight of cement. 2. Superplasticizer: 0 to 2 percent by weight of cement. 3. Viscosity Modifier: 0 to 0.2 percent by weight of cement.
E. Neat Cement Grout Mixing Procedure: 1. Meter correct amount of water to the grout mixer for the batch. 2. Introduce Portland cement and mix such that the grout is free of lumps. 3. Add the superplasticizer and mix for a minimum of 60 seconds. 4. Increase mixing time as needed such that grout is free of lumps.
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F. Stable Grout Mixing procedure: 1. Blend bentonite and water in high-speed colloidal-type mixer to attain complete dispersion of the bentonite particles. 2. Store bentonite slurry in holding tank(s) sufficient time to allow full hydration of bentonite. 3. Continuously agitate bentonite slurry in holding tank(s) until used. a. Agitation of slurry may be discontinued overnight or during weekends when no work is performed. b. At beginning of each workday, stored bentonite slurry shall be agitated for at least 20 minutes before being used for production of cement-bentonite slurry. 4. Introduce pre-hydrated bentonite slurry into the grout mixer and mix for a minimum of 60 seconds. a. Water used in the bentonite slurry to be accounted for in the total water content of the grout mix. 5. Meter additional water to the grout mixer, if necessary, to provide the correct amount of water for the batch. 6. Introduce Portland cement and mix such that the grout is free of lumps. 7. Add the superplasticizer and mix for a minimum of 60 seconds. 8. If necessary, add viscosity modifier and mix for a minimum of 60 seconds. 9. Increase mixing time as needed such that grout is free of lumps.
G. When stable grout mixes are utilized, the viscosities are expected to be similar to neat cement grout mixes.
H. When air temperature has fallen to or is expected to fall below 40 degrees F: 1. Uniformly heat water and materials before mixing to obtain a grout mixture temperature within specified limits. 2. Do not use frozen materials or materials containing ice or snow.
I. The grout shall be maintained at a temperature between 45 degrees and 80 degrees Fahrenheit until injected, including the duration of time that the grout remains or travels in the hoses 1. Measurement shall be in accordance with ASTM C1064.
J. COR will direct the adjustment of grout mixes during each grout stage.
K. COR may discontinue the use of an admixture: 1. If fresh grout sets abnormally or if admixture does not perform as required.
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2. The contractor shall provide alternative admixtures until COR determines admixture is acceptable.
L. Measure admixture: 1. By weight, or; 2. By volumetric-admixture dispensers with visual gauges monitored by the plant operator.
2.09 BACKFILL GROUT
A. For annular space between standpipe and additional grout holes. 1. Contractor to provide mix design. 2. Compressive Strength: 500 psi minimum at 3 days.
2.10 STANDPIPE
A. ASTM A53, standard weight, schedule 40, black steel pipe.
B. Pipe fittings: ASTM A197 malleable iron fittings or ASTM A234 steel fittings.
2.11 CORE BOXES FOR VERIFICATION HOLES
A. Longitudinally partitioned, hinged top, wooden boxes constructed of Number 2 common, pine or better lumber, dressed four sides and seasoned to prevent objectionable warping.
B. Core boxes shall be sufficiently durable to remain intact when stacked and during shipping.
C. Boxes: Constructed such that inside dimension of box from bottom to lid is only slightly larger than core diameter.
D. Interiors: Partitioned to separate rows of rock core with longitudinal spacers of same dimension as box height. 1. Gaps for core losses should not be left in core box. 2. Core left in hole and recovered on next run may be added to previous run. 3. Filler blocks inserted where unaccountable core losses occur should have length of loss in tenths of feet, written on them the as follows: LC (lost core) 0.3-foot, or NR (no recovery) 0.3-foot.
E. Core boxes: Completely equipped with all necessary partitions, hinges, and screw hood to latch to allow secure fastening of cover.
F. Hinges secured with screws of length not penetrating planks (in all holes).
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G. If long core pieces are broken for better fit in core box, a line should be drawn on core to designate mechanical breaks.
H. Core should be placed in core box from left to right, with top to left, and bottom to right.
PART 3 EXECUTION
3.01 GENERAL REQUIREMENTS
A. Pressure grouting foundation: 1. Drilling and grouting dam foundation through grout cap and other locations by means of high-pressure grout curtain holes. 2. Drilling and grouting at other locations as shown on drawings or directed by COR.
B. Perform pressure grouting operations as directed by the COR. 1. COR will direct order in which holes are drilled, manner in which each hole is drilled and grouted, proportions of cement and water used, type and quantity of admixtures used (if any), time of grouting, and grouting pressures used. 2. Perform pressure grouting operations in presence of COR. 3. COR may direct additional curtain grouting. a. No allowance above the unit prices offered in the schedule will be made for the drilling and grouting of such additional holes nor for moving equipment to other locations and returning to previously drilled areas.
C. Notify COR of proposed grouting schedule and give 48-hour notice prior to change of a shift schedule.
D. Expected required depth of grout holes will vary between 70 and 150 feet with a maximum depth of 170 feet. 1. If grout holes are required to be drilled to a greater depth, an equitable adjustment will be made in the contract in accordance with applicable clauses of the contract.
E. Approximate location, spacing, direction, and depth of grout holes are shown on drawings. 1. Actual location, spacing, direction and depth of each grout hole will depend on nature of rock as disclosed by foundation excavation and drilling, water testing, and actual grouting results.
F. Use split-spacing method for curtain grouting operations: 1. Grout Curtain. General drilling and grouting operations:
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a. 40-foot grout hole pattern lengths with grout holes on 5-foot centers. Locate: 1) A 40-foot grout hole pattern refers to a group of grout holes grouted in succession such that the initial series precedes the subsequent series, primary holes precede secondary holes, secondary holes precede tertiary holes, and so on for succeeding series of holes. 2) Primary grout holes at 40-foot centers. 3) Secondary grout holes at midpoint between primary grout holes. 4) Tertiary grout holes at midpoint between the secondary and primary grout holes. 5) Quaternary grout holes at midpoint between the primary, secondary, and tertiary grout holes. b. Drilling and grouting sequence: 1) Grouting operations shall be initiated at the lowest point in elevation and uniformly progress to points of higher elevation unless approved otherwise by the COR. 2) Grouting operations within each 40-foot grout pattern will progress from grout holes at lower elevation to grout holes at a higher elevation. 3) 0 to 10-foot Depth: a) Within each grout curtain pattern, grouting operations shall initiate with stage down grouting between depths of 0 to 10 feet. b) Within each 40-foot grout hole pattern, drill, clean, and grout primary grout holes between depth of 0 and 10 feet before secondary, tertiary, quaternary, and subsequent grout curtain holes are drilled, cleaned, and grouted. c) Following completion of primary grout holes within each 40-foot grout hole pattern, secondary grout hole shall be drilled, cleaned, and grouted between depth of 0 and 10 feet before tertiary, quaternary, and subsequent grout holes are drilled, cleaned, and grouted. d) Following completion of secondary grout hole within each 40-foot grout pattern, tertiary grout holes shall be drilled, cleaned, and grouted between depth of 0 and 10 feet before quaternary and subsequent grout holes are drilled, cleaned, and grouted.
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e) Following completion of tertiary grout holes within each 40-foot grout pattern, quaternary grout holes shall be drilled, cleaned, and grouted between depth of 0 and 10 feet before subsequent grout holes are drilled, cleaned, and grouted. f) Between grout plinth stations 2+65 and 6+25, stage down grouting shall be completed between depth of 0 and 10 feet in grout curtain 1 (upstream row) a minimum of 40-feet ahead grout hole to be drilled and grouted in grout curtain 2 (downstream row). 4) 10-foot to 150-foot Depth a) Prior to initiating grouting operations at depths greater than 10 feet within each 40-foot grout hole pattern, complete grouting operations between depths of 0 to 10 feet for all grout holes within a single 40-foot grout hole pattern a minimum of 40-feet ahead grout hole to be drilled and grouted. b) Within each 40-foot grout hole pattern, drill, clean, and grout primary grout holes to designed depth before secondary, tertiary, quaternary, and subsequent grout curtain holes are drilled, cleaned, and grouted. c) Following completion of adjacent primary grout holes within each 40-foot grout hole pattern, secondary grout hole shall be drilled, cleaned, and grouted to designed depth before tertiary, quaternary, and subsequent grout holes are drilled, cleaned, and grouted. d) Following completion of adjacent secondary grout hole within each 40-foot grout hole pattern, tertiary grout holes shall be drilled, cleaned, and grouted to designed depth before quaternary and subsequent grout holes are drilled, cleaned, and grouted. e) Following completion of adjacent tertiary grout holes within each 40-foot grout hole pattern, quaternary grout holes shall be drilled, cleaned, and grouted to designed depth before subsequent grout holes are drilled, cleaned, and grouted. f) Between plinth stations 2+65 to 6+25, complete grout curtain 1 (upstream row) prior to drilling and grouting grout curtain 2 (downstream row). 5) Additional split spacing may be necessary based on the actual grouting results.
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G. A minimum of 4 verification test holes shall be drilled and water tested.
H. Blasting Restrictions: 1. Blasting is not permitted.
I. Prior to drilling and grouting of each grout curtain hole, complete backfill grouting behind steel liner within 20 vertical feet above curtain grout curtain hole, measured vertically from the top of the grout cap elevation at the standpipe to the top of backfill grout elevation behind the steel liner, unless otherwise approved by the COR.
J. Cold Weather Considerations: 1. If grouting of the dam foundation is performed during winter, use winterizing techniques and develop procedures for completing the drilling and grouting. 2. Schedule grouting operations to allow for ample time if grouting in cold weather conditions. 3. Rock shall not be frozen in the stage being grouted: a. Rock joints, cracks, and fissures in the stage being grouting shall contain no frozen materials. b. Use methods and techniques protect the rock against freezing before grouting. c. Frozen rock is defined as rock which has a temperature of 32 degrees Fahrenheit or less. Measure temperature 6 inches below the top of the stage being grouted.
K. Contain or pump out drill water return, bleed water, and grout released from the manifold from areas where ponding of water and/or grout may damage foundation or hinder detection of surface leaks as determined by the COR.
L. The COR may require the contractor to make changes in equipment which the COR determines necessary to perform satisfactorily during grouting operations.
3.02 STANDPIPE INSTALLATION
A. Drilling, water testing, and pressure grouting for curtain holes and verification holes shall be accomplished through standpipes.
B. Drawings provide approximate locations for curtain grout hole standpipes. The actual standpipe locations shall be as directed in the field by the COR.
C. Standpipes are to be positioned within the grout cap reinforcement prior to concrete placement. Secure standpipes to reinforcement with wire ties. Use metallic shims as needed to establish verticality.
D. Additional standpipes may be required as directed by the COR for additional grout holes.
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E. Use metal detection equipment to position additional standpipes between the reinforcement matts.
F. Set to a vertical accuracy of 1 degree or less.
G. Top of standpipes shall be at least 3 inches above the concrete grout cap surface to prevent clogging or obstructions within the standpipes.
H. Leave in place until the COR has accepted the grouting as complete.
3.03 DRILLING GROUT HOLES
A. Drill curtain grouts holes with rotary-type or percussive type drills utilizing water return methods to remove drill cuttings. 1. Drill verification holes with a rotary diamond core bit utilizing water return methods.
B. Rotary-type drilling methods include rotary diamond core or rotary tri-cone bits. 1. Core drilling specifically implies the use of a rotary diamond core bit.
C. Annulus water return velocity shall be of sufficient velocity to remove cuttings through entire hole, including standpipe. 1. Minimum flushing rate while drilling: 40 gallons per minute.
D. Inside diameter of the drill rod shall be of sufficient size to permit an adequate volume of water to clean the hole.
E. Drill fluid: Clean, clear water, except approved neutral liquid soap (foam) may be added to drill water.
F. Do not use bentonite or other drilling additives.
G. Do not use air drilling methods.
H. Do not use “pipe dope,” grease, or other thread lubricants on drill rods or in grout holes.
I. Do not use reverse circulation drilling.
J. Use mufflers on rotary drills.
K. Drill grout holes at spacings, angles, and to depths shown on drawings or as directed by the COR.
L. Drill Hole Diameter: 1. Curtain grout holes: 4-inch-diameter maximum.
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a. Use commercial standard sizes. . 2. Verification Holes: Commercial standard HQ-size diamond core drill bit 3 (approximately 3 /8 inch OD, 2 ½ inch ID).
M. Drilling Monitoring: 1. Monitor and measure the rate of drilling water injection and return from the hole. 2. Contractor shall record zones of water loss, cavities, rod jerks or drops, rough drilling and other unusual conditions throughout drilling. 3. If 50 percent or more water loss occurs during drilling, hole caving occurs during drilling, and/or artesian conditions are encountered; staged grouting prior to drilling the hole to its final depth or bottom of stage is required. a. COR will direct the Contractor to complete and clean the hole up to 2.0 feet below the location of the water loss or as otherwise directed by the Government representative. b. The hole shall then be cleaned and grouted in accordance with these specifications and as required by the COR. c. Once grout has set, continue drilling grout hole to its full depth. 4. All drill hole monitoring information shall be documented on drill logs. 5. Driller’s daily logs shall be available to the COR at any time. Provide final drilling logs to the COR in both electronic PDF format and hard copy format.
N. All grout holes will be orientated vertically. 1. Tolerance ± 2 percent of total length. 2. Frequency: a. 50 percent for primary and secondary drill holes b. 10 percent for quaternary and tertiary drill holes.
O. Use drilling equipment and techniques to minimize causing a hole to cave or become oversize.
P. When drilling of each hole or stage of a hole is complete, flush hole with clean water until hole is free of drill cuttings and the return water matches the turbidity of the supply water. 1. Water turbidity for hole flushing: Less than 50 NTU as determined by ASTM D7725-12. 2.
Q. Temporarily cap or protect hole to prevent clogging or obstruction until grouted.
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1. Open holes that become clogged or obstructed due to Contractor’s failure to protect the hole shall be redrilled at the expense of the Contractor. 2. Do not leave a hole open for more than 48 hours before water testing or before beginning grouting.
R. Notify Government 5 days in advance of verification hole drilling.
S. Verification core logging: 1. The contractor shall place core in core box. 2. If long core pieces are broken for better fit in core box, a line should be drawn on core to designate mechanical breaks. 3. Core should be placed in core box from left to right, with top to left, and bottom to right. 4. Upon completion of core drilling, core logging will be performed by the Government.
3.04 WATER TESTING
A. Water test each grout hole stage before pressure grouting.
B. Test each stage with approved water source under continuous pressure.
C. Different pressures will be required for different stages of holes up to a maximum of 150 psi as directed by the COR.
D. Perform water tests at pressures equal to those anticipated for grouting of stage being tested.
E. Provide sufficient water to develop desired pressures and for required test duration.
F. Water turbidity for water testing: Less than 50 NTU as determined by ASTM D7725-12.
G. Test Duration: 1. 5 minutes per stage measured from the time the required injection pressure is initially reached.
H. If COR requires more extensive washing of grout holes, such as washing alternately with water and air under pressure to eject materials, an equitable adjustment will be made in the contract in accordance with applicable clauses of the contract.
3.05 HOOKUPS TO GROUT HOLES
A. Upon completing water test for each grout hole stage, the COR will determine if pressure grouting is necessary.
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B. If pressure grouting of a grout hole stage is necessary: 1. Seat a packer just above the stage to be grouted. 2. Hook the grout supply pipe to the grout manifold.
3.06 PLANT AND EQUIPMENT
A. Capable of effective mixing and stirring of grout and forcing grout into grout holes or grout connections in a continuous flow at any pressure up to a maximum of 200 psi.
B. Use adequate water supply to mixer to provide required pumping rate.
C. Grout Mixing Plant: 1. Cylindrical mixing tank: a. Mounted vertically. b. Volume: 17 cubic feet minimum. c. High-speed colloidal type. d. Equipped with high-speed, diffuser-type centrifugal mixing pump operating at 1,500 to 2,000 revolutions per minute during mixing. e. Water meter: 1) Reading cubic feet to tenths of a cubic foot or tenths of a gallon for controlling amount of mixing water used in grout. 2) Capable of being reset to zero. 3) Calibrate in presence of COR at times directed by COR. 4) Calibrate at least once a week during grouting operations. 5) When calibration is off, calibrate before continuing to grout. 6) Calibration Equipment and Supplies: Furnish adequate water supply, calibrated container capable of holding 55 gallons of water, and scales to weigh water container. 7) Keep calibration equipment and supplies onsite for duration of grouting operations. 8) Immediately replace defective water meters. 9) Demonstrate testing and calibration procedures to COR, for approval, prior to grouting startup. 10) Keep at jobsite 1 extra calibrated water meter for immediate replacement of defective units. 2. Direct return flow from centrifugal mixing pump tangentially into the cylindrical tank near the top to create a vortex.
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3. Provide a holdover mechanical agitator tank similar in volume to the mixer. 4. Use configuration of agitator tub as shown on drawings 40-D-6571. 5. Pass grout through a U.S. Standard No. 16 screen as it is discharged from the mixer to the agitator. a. Keep screen clean and free of grout scale and buildup. b. Make screen readily accessible for cleaning and replacement. A. Bentonite Mixing Equipment 1. Mixer: High-speed colloidal type. a. Fitted with adequate measuring devices to ensure that materials are being mixed in the correct proportions. 2. Water meter: b. Reading cubic feet to tenths of a cubic foot or tenths of a gallon for controlling amount of mixing water used in grout. c. Capable of being reset to zero. d. Calibrate in presence of COR at times directed by COR. e. Calibrate at least once a week during grouting operations. f. When calibration is off, calibrate before continuing to grout. g. Calibration Equipment and Supplies: Furnish adequate water supply, calibrated container capable of holding 55 gallons of water, and scales to weigh water container. h. Keep calibration equipment and supplies onsite for duration of grouting operations. i. Immediately replace defective water meters. j. Demonstrate testing and calibration procedures to COR, for approval, prior to grouting startup. 3. Holding tank(s): k. Capacity: Sufficient to allow full hydration of the bentonite and meet the schedule requirements for project. l. Equipped with adequate equipment to agitate the bentonite slurry to maintain particles in suspension.
D. Communication Facilities: 1. The Contractor shall furnish a radio system that shall link the grout plants, grout injection stations, the automated grouting monitoring system and all other operations on site as necessary.
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2. The Contractor shall furnish 4 radios per shift for Reclamation personnel that communicate on the Contractor's frequency for coordination of grouting operations. 3. The Contractor shall be responsible for obtaining all required licenses, batteries, and other necessary equipment to allow for a functioning, reliable communication system for the jobsite.
E. Batch Plant: 1. If COR approves bulk cement in lieu of bags of cement. a. Control delivery of material so inaccuracies in feeding and measuring water and cement batched during normal operation shall not exceed 1 percent for water and 1-1/2 percent for cement. b. Provide cement totalizer and a water totalizer mounted on the plant, readily accessible by COR. c. Use range of scale suitable for the batching equipment supplied. 1) Provide maximum range twice the anticipated maximum batch amounts. d. Test and calibrate cement scales, watermeters, and electronic signal equipment at grout plant and monitoring center at least once a week, or whenever out of specifications. e. Demonstrate testing and calibration procedures to COR who will approve the procedures before beginning grouting. f. Immediately replace defective equipment. g. COR may suspend grouting operations until equipment is functional.
F. Grout pump: Helical-screw, rotor-type pumps that produce a uniform flow without pulsation. a. Variable speed. b. Power units for grout pumps shall have variable speed capabilities. c. Pump minimum capacity of 35 gallons per minute at pressure of 400 pounds per square inch. d. Grout pumps with open-throat design including holding hoppers will not be allowed. 2. Include standby grout pumps as part of grout plant, capable of being placed in operation with no more than 15-minute notice. 3. Maintain grouting equipment in a manner satisfactory to COR so it is capable of continuous and efficient performance during any grouting operation.
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4. Arrange grouting equipment to provide a supply line and a return line from the grout pump to the grout hole or to the agitator tank. 5. Pass grout through a U.S. Standard No. 16 screen as the grout is discharged from the return line to the agitator tank. a. Keep screen clean and free of grout scale and buildup. b. Make screen readily accessible for cleaning and replacement. 6. Use color code system for air, water, and grout lines. 7. Each grout pump shall supply grout to one grout manifold unless directed otherwise by the COR.
G. Grout Manifold: 1. Locate grout manifold in the grout line at the standpipe of the hole to permit continuous circulation, accurate control and monitoring of grouting pressure, bleeding, and regulation of flow into grout hole. 2. Grout manifold shall consist of a system of valves and a pressure gauge as indicated on standard drawing 40-D-7100. 3. Quick shutoff type steel valves with 6-inch lever handles shall be furnished for the grout manifold. 4. Minimum size of supply lines and grout manifold, including valves and fittings: 1-inch inside diameter. 5. Maximum length of grout manifold tail-hose: 6 feet. 6. Grout manifold shall include an electronic pressure transducer to meet the requirements specified below. 7. Each grout manifold shall only be hooked to one stage at a time. 8. Pressure Gauges: a. Manufactured by Marsh Bellofram, 8019 Ohio River Road, State Route 2, Newell, WV 28050, 800-727-5646; or equal, with the following essential characteristics: 1) Glycerin filled. 2) Plain case. 3) Pressure indicated in pounds-per-square-inch (psi). 4) 2.5-inch diameter minimum dial-face size. 5) Rating of each pressure gauge not more than three times the pressure rating at which the grout is anticipated to be pumped for the stage being grouted. 6) Gauges accurate to no more than 2 percent error over the full range of gauge.
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9. Equip pressure gauges with approved flow through pressure sensor/gauge savers. a. Pressure sensor/gauge saver: Series 42 pressure sensor/gauge savers, manufactured by Red Valve Company, Inc., 700 N. Bell Ave., Carnegie, PA 15106, Telephone No. 412-279-0044; or equal, with the following essential characteristics: 1) Flow-through type suitable for installation in the manifold in the flow pattern behind pressure control valve and also after the flow control valve to measure pressure on each side of the flow control valve. 2) Threaded ends with standard NPT threads. 3) Port area: 100 percent of mating port area through entire sensor length. 4) One piece flexible sensing sleeve protects main body of sensor from grout. 5) Sensor sleeve measures pressure around full circumference. 6) Fluid filled cavity behind flexible sensing ring transfers pressure to gauge. 10. Check gauges with attached pressure sensors at least once per shift to assure accuracy. a. Immediately replace defective gauges. b. Provide an accurately calibrated, high precision master gauge for periodic checking of the accuracy of gauges used in the grouting operations. 1) Master gauge: Calibrated and certified by gauge manufacturer to be accurate to not more than 1 percent error over the full range of gauge. c. Provide 4 standby pressure gauges for each pressure range at all times for replacement of malfunctioning of broken gauges. 11. Provide accurate and reliable gauge tester and keep at grout plant at all times. 12. Use valves with permanently attached minimum 6-inch lever handles that clearly show position of the valves. Use only cast iron or steel bodied valves.
H. Grout Supply Pipes and Packers: 1. For grout hole with stage intervals, the combined total length of the packer and grout supply pipe shall not exceed the distance measured from top of the grout hole stage to the ground surface at the location of the grout hole standpipe by more than 5 feet unless directed by the COR. 2. When the COR directs grouting for stage intervals not specified below, the combined total length of the packer and grout supply pipe shall not exceed the distance measured from top of the grout hole stage to the ground surface at the
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location of the grout hole standpipe by more than 15 feet unless directed by the COR. 3. Do not use grout supply pipe reels or similar equipment when injecting grout into the dam foundation. 4. Provide sufficient number and variety of packers to accomplish grouting. 5. Supply pipe to the packer: Flush coupled, box threaded packer pipe or tubing with a 1-inch minimum inside diameter. 6. Heavy-gauge packer is recommended. 7. Use 3/4-inch minimum inside diameter pipe through packer. 8. Obstructions to inside diameter of the packer or packer pipe caused by the manufacturer’s airline hookup to the packer will cause the packer to be rejected.
I. Provide heating and cooling equipment to maintain specified grout temperature.
3.07 AUTOMATED GROUTING DATA COLLECTION SYSTEM
A. Furnish an automated real-time computer monitoring system during water testing and pressure grouting operations.
B. Water pressure testing and pressure grouting shall be monitored by the system.
C. Provide real-time displays of the automated grouting data collection system and make available to the Government at all times.
D. Include instruments, computer hardware, computer software, ports, connections, cables, printing, plotting, data recording, transfer devices, and other necessary equipment.
E. Injection pressure displayed by the automate data collection system: 1. As measured at the gauge. 2. The effective pressure measured at the bottom of the packer. a. This calculation shall be based on the injection pressure measured at the grout manifold, in-situ groundwater levels, weight of the grout column in the drill hole from the ground surface to the bottom of the packer, and estimated head losses in the pressure gauge at the surface to the bottom of the packer.
F. Refresh intervals: Not to exceed 5 seconds.
G. During water pressure testing, the system shall measure, record, and display in real time: 1. Gauge pressure measured in pounds per square inch. 2. Effective injection pressure measured in pounds per square inch measured at the bottom of the packer.
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3. Total volume measure in cubic feet. 4. Flow rate measured in cubic feet per minute. 5. Lugeon value 6. Start/stop times for water test. 7. The output from the automated system shall include grout hole number, grout hole station, testing interval with reference to depth and elevation, and a graphical display of all collected data.
H. During Grouting, the system shall measure, record and display in real time: 1. Total volume of grout injected measured in cubic feet. 2. Grout density measured in pounds per cubic foot. 3. Grout injection rate measured in cubic feet per minute. 4. Gauge pressure measured in pounds per square inch. 5. Effective grout injection pressure measured at the bottom of the packer measured in pounds per square inch. 6. Cement injection rate displayed in the number of 94 pound cement bags per hour. 7. Start and stop times for grout injection. 8. Apparent Lugeon Value. 9. The output from the automated system shall include grout hole number, grout hole station, stage interval with reference to depth and elevation, and a graphical display of all collected data.
I. Reduce data to account for correction factors and field parameters, such as pressure head losses, actual depth of the stage grouted, and pressure measurements.
J. Provide electronic and hard copies of data to COR: 1. As requested by COR during work. 2. Within 24-hours of completing all stages within a grout hole. 3. PDF copies of the records and unaltered Microsoft Excel compatible data files produced by the Automated Grouting Data Collection System within 24 hours following completion of the operation for which the information applies. a. Contractor is responsible for detecting and correcting any data “glitches” that may be generated and an explanation for the cause of the “glitch”. b. The electronic files names shall include grout hole number, grout hole station, and stage interval. 4. The contractor shall maintain an electronic database of all digital files for water pressure testing and foundation grouting.
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a. The electronic files names shall include grout hole number, grout hole station, and stage interval.
K. Operator shall be on-site during grouting operations and familiar with equipment, hardware, and software.
L. Calibration: 1. Operator shall test system prior to production grouting to verify equipment, hardware and software is accurately receiving and recording the data. 2. Provide system calibration reports at least 10 days prior to the commencement of initial water pressure testing and pressure grouting. 3. Test and recalibrate system as directed by COR. 4. Check equipment at beginning of each shift. Gages should read zero during no pressure and flow conditions. 5. The system shall be, at a minimum, checked and recalibrated weekly at no additional cost to the Government.
M. If system or required instruments go offline, complete stage being water tested or grouted. Do not resume water testing and pressure grouting of additional grout hole stages until the system is operational.
N. Pressure Transducers: 1. Install on grout manifold at location shown on drawings. 2. Range: 0 to 200 pounds per square inch. 3. Installation and wiring size as recommended by manufacturer. 4. Digital readout. 5. Provide output of pressure transducer to the Contractor’s Automated Grouting Data Collection System. 6. Accurate to no more than 2 percent error over the full range of transducer. 7. Compare pressure sensor to pressure gauge at the beginning of each per shift. If calibration is off, immediately replace or calibrate the pressure transducer. 8. Calibrate the pressure transducer to the specific channel on the telemetry module at least once a week and as necessary during the shift as directed by COR. 9. Immediately replace defective pressure transducers. 10. Demonstrate testing and calibration procedures to COR for approval before beginning grouting. 11. Keep at jobsite extra calibrated and working pressure transducers available at all times for immediate replacement of defective units.
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O. Flowmeters: 1. Provide ultrasonic or magnetic flowmeter to measure grout flow and volume pumped into grout hole. 2. Use grout hose attachments to flowmeter with standard manufactured quick disconnect couplers of appropriate sizes. 3. Provide output of flowmeters to the Contractor’s Automated Grouting Data Collection System. 4. Inside diameter of the flowmeter: 1-inch. 5. Flowmeters shall have a digital readout. 6. Required Accuracy: Plus, or minus 1 percent of actual rate at an operating range of 0.1 to 60 gpm. 7. Installation details, grounding, wiring size, and maintenance of instruments as recommended by manufacturer. 8. Immediately report grout released to areas outside of the grout hole to the monitoring center. 9. Flowmeter Calibration: a. Demonstrate testing and calibration procedures to COR for approval prior to grouting startup. b. Calibrate flowmeter prior to initiating grouting operations. c. Calibrate flowmeters at least once a week during grouting operations and as necessary during the shift as directed by the COR. d. When calibration is found to be off, calibrate the flowmeter before continuing grouting operations. e. Calibration to consist of an adequate water supply, a calibrated container capable of holding 55 gallons of water, and scales to weigh water container. f. Keep calibration material and equipment onsite throughout the job. g. Immediately replace defective flowmeters. h. Keep at jobsite extra calibrated and working flowmeters for immediate replacement of defective units. 10. Clean flowmeter at start of each shift, and during shift as determined by COR.
P. Density Gauges: 1. Provide density gauges of a type approved by COR in grout lines for grout holes. 2. Consist of complete density gauge and density monitoring control system to measure the density of cement grout ranging from 0.5:1 to 5:1 water/cement ratios by volume.
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3. Measurement precision: Plus or minus 1 percent of actual value. 4. Readout in pounds per cubic foot. 5. Provide output of density gauges to the Contractor’s Automated Grouting Data Collection System. 6. Density gauge shall provide a digital readout. 7. Installation, maintenance and wiring size/details as recommended by manufacturer. 8. Inside diameter of density gauge: 1-inch. 9. Calibration: a. Calibrate gauges with a water and 0.8:1 grout mix at least once a week, and as directed by COR. b. If calibration is found to be off at any time by more than 0.5 percent, recalibrate the gauge before continuing any grouting operations. c. Demonstrate testing and calibration procedures to COR for approval before grouting startup. d. Make grout hose attachments to the density gauges using standard manufactured quick disconnect couplers of appropriate size. 10. Clean gauge at start of each shift, and during shift as determined by COR. 11. Keep at jobsite extra calibrated, standard, working density gauge, fitted identical to the gauges in use for immediate replacement of defective gauges.
Q. Instrumentation telemetry System: 1. The contractor shall provide a telemetry system to monitor grouting operations. 2. Install telemetry transmitter modules and associated equipment at locations near the grout plant and grout headers as approved by COR. 3. Protect and safeguard transmitter modules and associated equipment and replace inkind damaged transmitters or associated equipment.
R. Power Supply and Connections: 1. Provide power supply for pressure transducers, flowmeters, density meters, telemetry modules, data processing and storage equipment, and equipment needed for real-time displays during periods of monitoring equipment testing and grouting operations. 2. Use cables of proper size and type for outdoor construction environment. 3. Cable connectors and electrical boxes: watertight. 4. Maintain power supplies, cables, connectors, and electrical boxes as recommended by manufacturers. Protect from damage, keep operational during grouting operations.
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3.08 SURVEY REQUIREMENTS
A. The contractor shall have a licensed Surveyor survey the location of each standpipe.
3.09 GROUTING PROCEDURES
A. Method of grouting: 1. Stage-up and stage-down grouting procedures will be utilized. 2. Grout Plinth Stations -1+00 to 2+65 a. Stage-down grouting procedures will be used for all grout holes between depths of 0 to 10 feet for all grout holes. b. At depths greater than 10 feet, stage-down grouting procedures will be used for primary and secondary holes. c. At depths greater than 10 feet, the method of grouting for subsequent series holes will be determined in the field. 3. Grout Plinth Stations 2+65 to 6+25 a. Stage-down grouting procedures will be used for all grout holes between depths of 0 to 10 feet for all grout holes. b. At depths greater than 10 feet, stage-down grouting procedures will be used for primary and secondary holes in grout curtain 1. c. At depths greater than 10 feet, the method of grouting for subsequent series holes will be determined in the field in grout curtain 1. d. At depths greater than 10 feet, the method of grouting for all grout holes within grout curtain 2 will be determined in the field.
B. Stage-down grouting: 1. Drill hole to the bottom of the first stage. a. Where 50 percent or more drill water loss, hole caving occurs during drilling, and/or artesian conditions are encountered during drilling; clean and grout hole. COR will direct the Contractor to complete and clean the hole up to 2.0 feet below the location of the water loss or as otherwise directed by the Government representative. b. Once grout has set, continue drilling grout hole to the bottom of the first stage. 2. Wash hole. 3. Seat a packer just above the stage to be grouted. 4. Water test and grout that stage. 5. Allow grout surrounding the grout hole to reach initial set.
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6. Successively drill and grout the hole at various depths within the stages until the required depth of hole is completely drilled and grouted.
C. Stage-up grouting: 1. Drill each grout hole to its full depth and grout in stages up from the bottom of the hole (stage-up grouting). a. Where 50 percent or more drill water loss, hole caving occurs during drilling, and/or artesian conditions are encountered during drilling; clean and grout hole. COR will direct the Contractor to complete and clean the hole up to 2.0 feet below the location of the water loss or as otherwise directed by the Government representative. b. Once grout has set, continue drilling grout hole to its full depth. 2. Wash hole. 3. Water test the bottom stage in the drill hole. 4. If grouting is required based on the results of the water test, attach a packer to the end of the grout supply pipe. 5. Lower the grout supply pipe into hole to the top of bottom stage that is required to be grouted. 6. Grout at required pressure. 7. Leave packer in place until there is no back pressure. 8. Withdraw grout supply pipe and packer. 9. Successively water test and perform pressure grouting in stages at specified grouting pressures until the entire hole is completely grouted.
D. Perform pressure grouting in stages within each grout hole. In general, each grout hole will be broken out into the following stage lengths: 1. Between 0 and 10 feet of grout hole length: 10-foot stage length; 0 to 10 feet. 2. Between 10 and 90 feet of grout hole length: 20-foot stage lengths; 10 to 30 feet, 30 to 50 feet, 50 to 70 feet, and 70 to 90 feet. 3. Between 90 and 300 feet of grout hole length: 30-foot stage lengths; 90 to 120 feet, 120 to 150 feet, 150 to 180 feet, 180 to 210 feet, 210 to 240 feet, 240 to 270 feet, and 270 to 300 feet. 4. Additional stages or intermediate stages will be determined by the COR.
E. Once grouting of any stage begins, continuously inject grout as directed by the COR until reaching stage refusal. Grouting of a single stage may occur over multiple days. Provide equipment and staff for continuous grout injection when necessary.
F. Grout Injection Pressure:
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1. Determined by the COR. 2. In general, grout holes require different pressures for different stages. 3. In general, the maximum pressures as measured at the grout manifold shall not exceed 1 psi per foot of depth greater than any initial back pressure, measured normal from the ground surface to the packer. 4. Grout the top stage (0 to 10 feet) at a maximum pressure of 10 psi.
G. Elevation of grout pump shall not exceed elevation of standpipe of hole being grouted by more than 25 feet to prevent pressure head in the line from exceeding the allowable grouting pressure at the standpipe of the hole.
H. Do not place pump more than 250 feet away from the hole being grouted.
I. Grout Hole Communication with Adjacent Grout Holes 1. Temporarily cap grout holes or connections where grout is found to flow from adjacent grout holes or grout connections in sufficient quantity to interfere with grouting operations or to cause loss of grout. 2. Leave ungrouted holes open to facilitate escape of air and water as grout is forced into other holes as determined by COR. 3. Before grout sets, connect grout pump to adjacent capped holes and to other holes from which grout flow was observed, and complete grouting of all holes at the pressures specified for grouting. 4. Measure the pressure of the grout returning from any adjacent hole by seating a packer in the adjacent hole immediately above where the grout is entering. Keep such pressures below the allowable pressures for that stage of hole.
J. Plug or caulk grout flows from bedrock with lead wool, oakum, burlap, wooden wedges, empty bags of cement, or other appropriate means.
K. Grouting will be discontinued after reaching grout takes at the following rates and pressures: 1. Less than 1 ft3 of grout mixture in 20 minutes at pressures of 50 psi or less. 2. Less than 1 ft3 of grout mixture in 15 minutes for pressures between 50 and 100 psi. 3. Less than 1 ft3 of grout mixture in 10 minutes for pressures between 100 and 400 psi. 4. Less than 2 bags of cement per hour, with at least 20 minutes of continuous pumping time.
L. Maintain full grouting pressures constantly during grout injections.
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M. As a safeguard against foundation displacement, or while leaks are being caulked, COR may require reducing pumping pressure, intermittent pumping, or discontinuing of pumping.
N. Where the grout hole or grout connections take a large amount of grout, the COR may require that pumping be done intermittently, waiting up to 8 hours between pumping periods to allow grout in the hole to set. 1. Flushing of a grout hole with water may be required at the direction of the COR during intermittent grouting.
O. Maintain pressures after the grouting of the hole or connections is complete by using suitable valve devices until the grout has set sufficiently so that it will be retained in the hole or connections being grouted.
P. Waste grout not injected within 2 hours after mixing.
3.10 ABANDONING GROUT HOLES
A. Backfill grout holes after completing pressure grouting in an area approved by the COR.
B. Place backfill grout through tremie pipe installed to the bottom of the grout hole. Place from the bottom to the top of the hole.
C. Once backfill grout has set, cut grout hole standpipes flush to the grout cap surface.
3.11 UPLIFT MONITORING
A. Monitor vertical displacement of the grout cap in areas being grouted with survey equipment capable of: 1. Monitoring vertical displacements of 0.05 inch. 2. Providing a real-time warning when uplift exceeds 0.05 inches.
B. Maintain a minimum of 2 monitoring instruments within a 40-foot radius of holes being grouted.
END OF SECTION
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SECTION 31 35 23 ARTICULATING CONCRETE BLOCK
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Articulating Concrete Block: 1. Measurement: Surface area to lines and grades shown on drawings. 2. Payment: Unit price offered in Price Schedule A.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM A36/A36M-19 Carbon Structural Steel 2. ASTM A123/A123M-17 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products 3. ASTM A615/A615M-18e1 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement 4. ASTM A996/A996M-16 Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement 5. ASTM C33/C33M-18 Concrete Aggregates 6. ASTM C1262/C1262M-18 Evaluating the Freeze-Thaw Durability of Manufactured Concrete Masonry Units and Related Concrete Units 7. ASTM D1241-15 Materials for Soil-Aggregate Subbase, Base, and Surface Courses 8. ASTM D6684-18 Materials and Manufacture of Articulating Concrete Block (ACB) Revetment Systems 9. ASTM D7276-16 Analysis and Interpretation of Test Data for Articulating Concrete Block Revetment Systems in Open Channel Flow
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 23 – Submittal Procedures.
B. RSN 31 35 23-1, Approval Drawings and Data: 1. Shop drawings.
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a. Show layout of articulating concrete block revetment. b. Show individual block and revetment designs, alignments, dimensions, typical cross sections, product shop drawings, system articulation (showing achievable contour radius), mechanical earth anchors and bar anchor details (showing typical anchor spacing and embedment), hardware anchoring details, mat-to-mat connection details, and other installation details. 2. Manufacturer's design and product data. a. Include analysis and design calculations for cellular concrete blocks and stainless-steel cables, material descriptions and specifications, and material descriptions and specifications for concrete materials. 3. Stainless Steel Cables: a. Manufacturer’s literature and calculations for selected cables. b. Select cable diameter based site slope conditions and cable strength requirements. 4. Sequence of installation procedure.
C. RSN 31 35 23-2, Certifications: 1. Manufacturer's certifications that block units meet specified requirements. Attach one set of results from specified sampling and testing to each certification.
D. RSN 31 35 23-3, Instructions: 1. Manufacturer's storage, handling, and installation instructions.
E. RSN 31 35 23-4, Construction Equipment Descriptions and Details: 1. Proposed equipment to install articulating concrete block system. 2. Describe method for installing the articulating concrete block system and anchoring system for securing in place.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store and handle system materials in accordance with manufacturer's instructions.
PART 2 PRODUCTS
2.01 ARTICULATING CONCRETE BLOCK REVETMENT SYSTEM
A. Assemble individual mats at block manufacturing plant.
B. Concrete block revetment manufacturer:
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1. ArmorFlex Concrete Block by CONTEC Engineered Solutions LLC, 9025 Centre Pointe Drive, West Chester OH 45069, 1-800-338-1122, or equal having the following essential characteristics. a. Designed for a minimum flow velocity of 10 feet per second. b. Capable of being installed on 1.5H:1V (Horizontal:Vertical) slope. c. Minimum block height: 4.75 inches. 2. Manufactured in accordance with ASTM D6684 with the following exceptions: a. Blended cement: Not allowed. b. Light-weight aggregate: Not allowed. 3. Meet physical requirements in accordance with ASTM D6684. 4. Determine compressive strength in accordance with ASTM D6684 performed on lot delivered to site. 5. Freeze/thaw testing of individual blocks: Pass 50 cycles in accordance with ASTM C1262. 6. Quality Control: In accordance with ASTM D6684 with the following exceptions: a. Sampling and testing: 1) Perform compressive strength, water absorption, and unit weight (density) determinations of individual concrete blocks on lot delivered to site. b. Cracks greater than 1/4-inch wide or 1 inch deep in blocks not allowed. c. Reject any chipped blocks where weight loss of the block exceeds 10 percent of the average weight of the blocks.
C. Stainless Steel Cables: 1. In accordance with submittal: Approval Drawings and Data.
D. Accessories: 1. Fittings, Eyebolts, Eyenuts and Connectors: Stainless steel fittings, eyebolts, eyenuts, connectors, and stainless steel washers as recommended by system manufacturer.
2.02 GEOTEXTILE
A. Geotextile for underlayment system in accordance with Section 31 32 32 – Geotextile.
2.03 ACB ANCHORS
A. Mechanical Earth Anchors
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1. Manta Ray or Duckbill Earth Anchors by Mclean Civil Products, 481 Munn Road, Suite 300, Fort Mill, SC 29715, or similar. 2. In accordance with submittal: Approval Drawings and Data.
B. Bar Anchors 1. No. 4 deformed steel reinforcing bars in accordance with ASTM A615, Grade 60 or ASTM A996, Type A, Grade 60. 2. Fabricate to required shape before placement as required by manufacturer.
2.04 CONCRETE
A. In accordance with manufacturers recommendations.
PART 3 EXECUTION
3.01 PREPARATION
A. Prepare subgrade in accordance with Section 31 23 10 – Earthwork.
B. Grade subgrade to form a smooth plane surface prior to placing geotextile.
3.02 GEOTEXTILE INSTALLATION
A. Install in accordance with Section 31 32 32 – Geotextile.
B. Installed geotextile will be inspected and approved by Government representative before installing articulating concrete block revetment.
C. Place articulated concrete block matts in a manner as to not drop or drag the matts causing damage to the geotextile bedding. 1. Pins and anchors to secure the articulated concrete block mats may be driven through the geotextile.
3.03 GEOTEXTILE REPAIRS
A. At placement, geotextile will be rejected if it has defects, rips, holes, flaws, deterioration, contamination, or damage.
B. Replace or repair geotextile damaged during installation or placement of cover in the following manner: 1. Remove cover from damaged area of geotextile. 2. Remove any soil or other material which may have penetrated torn geotextile.
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3. Repair damaged geotextile by placing additional layer of geotextile to cover damaged area and thermal weld overlap over undamaged geotextile by at least 3 feet on all sides.
3.04 ARTICULATING CONCRETE BLOCK REVETMENT INSTALLATION
A. Install in accordance with approved shop drawings, manufacturer's instructions, and as specified herein.
B. Equipment used to install in accordance with Contractor’s approved submittal.
C. Do not allow equipment to operate on top of articulating concrete block revetment.
D. Install side by side and end to end so individual revetment mats fully about each other.
E. Connect adjacent revetment mats using manufacturer’s approved cable connections.
F. Anchor mats in accordance with manufacturer installation procedures. Anchors should be located so that the base of the anchor is at least 12-inches from the geomembrane lining as shown on the Drawings. Damage to the geomembrane lining from the articulated block installation will be the responsibility of the Contractor.
G. Test mechanical earth anchors per manufacturer’s recommendations to ensure required capacities are established; at least two test per abutment. Test locations and frequencies to be coordinated with Government representative.
H. Produce a smooth plane surface in intimate contact with geotextile.
I. Allow no individual block to protrude or be recessed greater than 1/2-inch from the surface plane of the revetment.
J. Anchor revetment at the crest and toe of the revetment system per manufacture’s approved installation methods.
END OF SECTION
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SECTION 31 37 00 RIPRAP
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Place Riprap: 1. Measurement: Plan area and thickness of final in place riprap. 2. Payment: Unit price offered in Price Schedule A. a. Includes hauling riprap from stockpile location.
PART 2 PRODUCTS
2.01 ROCK
A. Obtained from required excavation. 1. Separate and process sandstone materials obtained from excavation to expose the concrete plinth and for the concrete grout cap on the left abutment. 2. Screen rock excavation materials over a 2-foot grizzly in accordance with 31 23 10 - Earthwork. Mechanical crushing of excavated rock materials is not required. Stockpile processed material in location approved by the COR. 3. Dispose of oversized material locally on the left abutment as directed by the COR.
PART 3 EXECUTION
3.01 PLACING
A. Place riprap at the toe of the articulated concrete block drainage aprons and along upstream edges as shown on the drawings or as otherwise directed by the COR. 1. Construct apron outfall revetments with available processed riprap until exhausted or as otherwise directed by the COR.
B. Riprap placements shall be at least 2.5-feet-thick.
C. Rock in riprap need not be hand placed or compacted.
D. Place rocks so that larger rocks are evenly distributed, and small rock fragments fill the spaces.
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1. Include rock spalls or gravel in an amount to fill voids in riprap, but not in excess of an amount to be determined by the COR.
E. Dump and smooth by moving rocks into position so that material when in place is stable.
F. Begin riprap placement at toe and proceed up slope.
G. Leave no large unfilled spaces within riprap.
END OF SECTION
Riprap 31 37 00 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 32 12 22 ASPHALTIC CONCRETE PAVEMENT
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Existing Asphalt and Subgrade Removal: 1. Measurement: Volume of materials removed. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of saw cutting, hauling and disposal of removed asphalt and subgrade materials.
B. Aggregate Base Course: 1. Measurement: Weight of material placed, measured at certified scale. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of placement and compaction to form asphaltic concrete pavement subgrade.
C. Asphaltic Concrete Pavement: 1. Measurement: Weight of material placed, measured at certified scale. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of tack coat and prime coat as required by NMDOT Specifications.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D 977-05 Emulsified Asphalt
B. New Mexico Department of Transportation (NMDOT) 1. NMDOT Standard Specifications for Highway and Bridge Construction, 2019 Edition
1.03 DEFINITIONS
A. For the purpose of these specifications and use on this work, Asphaltic Concrete Pavement may also be referred to as “Hot Mix Asphalt” or “Bituminous Asphalt Pavement”. The three terms shall be considered as the same material.
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1.04 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 32 12 22-1, Asphaltic Concrete Mix Design Data.
C. RSN 32 12 22-2, Certifications: 1. Manufacturer's certificate of compliance for aggregate and bituminous materials in accordance with NMDOT Specifications, Section 423. 2. Manufacturer’s certificate of compliance for aggregate base material in accordance with NMDOT Specifications, Section 423.2.2.1.1, Grading SP-V, Design Traffic Level < ESALs.
1.05 ENVIRONMENTAL REQUIREMENTS
A. Comply with NMDOT Specifications weather limitations for asphaltic concrete placement.
PART 2 PRODUCTS
2.01 AGGREGATE BASE COURSE
A. NMDOT Specifications, Section 303, Type II. 1. Obtain base course material from approved commercial source.
2.02 ASPHALTIC CONCRETE
A. Roadway repairs and patches to be made in accordance with NMDOT Specifications: 1. Asphaltic Concrete Aggregate, maximum: 3/4-inch, Grading SP-IV. 2. Asphalt Cement: PG 58-28. 3. Recycled Asphalt Pavement (RAP): < 15% 4. Design Traffic Level < 3.0 ESALs
2.03 TACK AND FOG COATS
A. ASTM D 977, Type SS-1 or SS-1H emulsified asphalt mixed with water in proportions of 50 percent emulsified asphalt and 50 percent water.
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PART 3 EXECUTION
3.01 SAW CUTTING AND REMOVAL DAMAGED ASPHALT PAVEMENT
A. Government representative will identify damaged pavement areas from construction and hauling equipment for removal and repair. 1. If pavement damage impacts roadway safety during construction, the COR may direct the Contractor to make roadway repairs at any time. 2. At a minimum the Contractor is required to return the roadways used to access the dam site and borrow areas in similar condition prior to construction.
B. Make saw cuts to the full depth of the damaged asphalt pavement section at least 2 feet beyond the limits of the damaged area identified by the Government representative.
C. Remove and dispose of asphalt in accordance with Sections 31 23 39 – Disposal of Excavated Materials and 01 74 00 – Cleaning and Waste Management.
3.02 PREPARATION
A. Excavate and remove yielding base course and subgrade materials as directed by the COR.
B. Remove and dispose of excavated base course and subgrade materials in accordance with Sections 31 23 39 – Disposal of Excavated Materials and 01 74 00 – Cleaning and Waste Management.
C. Compact and finish subgrade in accordance with NMDOT Specifications, Section 207.
D. Apply tack coat to existing asphalt concrete surfaces that were saw cut and to base course. 1. Apply at approximate rate of 0.08 gallon per square yard. 2. Do not splash on adjacent surfaces.
3.03 PLACING, COMPACTING, AND FINISHING
A. Maintain a copy of NMDOT Specifications at jobsite during paving work.
B. Base Course: Place, compact, and finish aggregate base course in accordance with NMDOT Specifications, Section 303. 1. Base course shall be used to backfill the full depth of the excavation made to remove yielding subgrade materials.
C. Tack Coat: Apply prime coat at the application rate in accordance with NMDOT Specifications, Section 407.
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D. Asphaltic Concrete Paving: Place, finish, and compact asphaltic concrete in accordance with NMDOT Specifications, Section 423.3. 1. Compacted asphaltic concrete pavement thickness shall be equal to or greater than the existing pavement thickness. 2. Compacted lifts shall not exceed 3 inches.
E. Compacted Target Density for Acceptance: 94.5% of the theoretical maximum density. 1. Testing Frequency: At least one field density test per roadway patch/repair location greater than 5 feet by 5 feet in size. 2. For determination of the laboratory maximum specific gravity, the Contractor shall obtain and test a minimum of one asphaltic concrete pavement sample each day.
F. Fog Coat: Apply fog coat to finished paving at approximate rate of 0.10 gallon per square yard.
3.04 MAINTENANCE
A. Maintain paved areas until acceptance of work by Government.
END OF SECTION
Asphaltic Concrete Pavement 32 12 22 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 32 15 10 GRAVEL SURFACING
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Gravel Surfacing: 1. Measurement: Weight of material placed, measured at certified scale. 2. Payment: Unit price offered in Price Schedule A. a. Includes cost of spreading, moisture conditioning and compaction.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM D1241-15 Materials for Soil-Aggregate Subbase, Base, and Surface Courses
PART 2 PRODUCTS
2.01 GRAVEL
A. Gravel: ASTM D1241, Type I, Gradation C 1. Fine aggregate: a. Fraction passing No. 40 sieve: 1) Liquid limit, maximum: 25. 2) Plasticity index, maximum: 6.
PART 3 EXECUTION
3.01 PREPARATION
A. Grade and prepare subgrade free from depressions and soft spots.
B. Obtain COR approval of subgrade before placing surfacing.
3.02 PLACING
A. Place gravel surfacing at following locations:
Gravel Surfacing 32 15 10 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1. Unpaved access and haul roads from State Highway 112 to the Contractor’s staging and stockpile areas subject to yielding during construction and from materials deliveries. 2. Within the Contractor’s staging, batch plant, and stockpile areas subject to yielding during construction. 3. As select backfill within 1.5 feet of the geomembrane composite as shown on the Drawings. 4. As directed by the COR.
B. Place, moisten, and compact gravel surfacing.
C. Gravel surfacing shall be at least 4 inches thick after compaction.
D. Place additional gravel surfacing as needed to improve roadway and staging area conditions as approved by the COR.
END OF SECTION
Gravel Surfacing 32 15 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 32 17 20 PAINTED TRAFFIC LINES AND MARKINGS
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Painted Traffic Lines: 1. Measurement: Length of traffic lines actually made. 2. Payment: Unit price offered in Price Schedule A.
B. Painted Traffic Markings: 1. Measurement: Number of traffic markings actually made. 2. Payment: Unit price offered in Price Schedule A.
1.02 REFERENCE STANDARDS
A. New Mexico Department of Transportation 1. Specification Section 704 – Pavement Markings.
B. American Association of State Highway and Transportation Officials (AASHTO) 1. AASHTO M 248-91(2012) Ready-Mixed White and Yellow Traffic Paints
C. Federal Highway Administration (FHWA) 1. FHWA MUTCD Manual on Uniform Traffic Control Devices for Streets and Highways, 2009 Edition with Revision No. 1 and 2, May 2012 (http://mutcd.fhwa.dot.gov)
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 32 17 20-1, Certification: 1. Manufacturer's certification that paint meets specified requirements.
C. RSN 32 17 20-2, Instructions: 1. Paint manufacturer's environmental, surface preparation, and application instructions.
1.04 AMBIENT CONDITIONS
A. Apply when surface and weather conditions are favorable.
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B. Do not apply when air or surface temperature is below 40 degrees F.
C. Comply with paint manufacturer's environmental restrictions.
PART 2 PRODUCTS
2.01 TRAFFIC PAINT
A. AASHTO M 248, Type S, N, or F. 1. Traffic paint to contain glass beads type 1 at 8 lb/gal of paint.
B. Colors: White and yellow.
PART 3 EXECUTION
3.01 PREPARATION
A. Clean and dry surface in accordance with paint manufacturer's instructions.
3.02 APPLICATION
A. Replace yellow and white lines and marking removed or damaged by the asphalt pavement repairs.
B. Apply standard lines and markings in accordance with FHWA MUTCD.
C. Apply paint at coverage rate of 100 square feet per gallon, maximum, in accordance with manufacturer's instructions.
D. Apply with clean edges free of overspray and line width within plus or minus 1/4 inch of designated width.
E. Apply retroflective glass beads type 1 at a rate of 8 lb/gal of paint.
3.03 PROTECTION
A. Protect markings from traffic and damage until dry.
END OF SECTION
Painted Traffic Lines and Markings 32 17 20 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 32 31 10 CHAIN LINK FENCE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Chain Link Fence: 1. Measurement: Length of installed fence. 2. Payment: Unit price offered in Price Schedule A. a. Includes: 1) 6’-0” Chain link fence (6’-0” fabric, no barbed wire) and double swing gate, including footings for fence posts and gate posts, fence materials, and accessories for complete installation of fence. 2) Excavating and backfilling for complete installation of the fence. b. Includes fence grounding. Refer to Section 26 05 20 – Grounding and Bonding.
1.02 REFERENCE STANDARDS
A. American Concrete Institute (ACI) 1. ACI 318-19 Building Code Requirements for Structural Concrete
B. American Society of Mechanical Engineers (ASME) 1. ASME B1.1-03(2008) Unified Inch Screw Threads (UN and UNR Thread Form)
C. ASTM International (ASTM) 1. ASTM A392-11a(2017) Zinc-Coated Steel Chain-Link Fence Fabric 2. ASTM A780/A780M-09(2015) Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings 3. ASTM A824-01(2017) Metallic-Coated Steel Marcelled Tension Wire for Use With Chain Link Fence 4. ASTM F567-14a(2019) Installation of Chain-Link Fence 5. ASTM F626-14(2019) Fence Fittings 6. ASTM F900 - 11(2017) Industrial and Commercial Steel Swing Gates
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7. ASTM F1043-18 Strength and Protective Coatings on Steel Industrial Fence Framework 8. ASTM F1083-18 Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded, for Fence Structures
D. Chain Link Fence Manufacturers Institute (CLFMI) 1. CLF-PM0610-17 Product Manual
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 32 31 10-1, Installation Plan Drawings: 1. Drawings indicating locations and configuration of chain link fence and double- swing gate to be installed based on verified field dimensions and location shown on drawings.
C. RSN 32 31 10-2, Certifications: 1. Manufacturer's certification that fence and gate materials, fittings, and accessories meet specified requirements. 2. Include manufacturer's names and product designations and specified product standards in the certification.
PART 2 PRODUCTS
2.01 CHAIN LINK FABRIC
A. Zinc-Coated Steel Fabric: ASTM A392. 1. Size of mesh: 2 inch. 2. Coat before weaving. 3. Diameter of coated wire: 0.148 inch (No. 9 gauge). 4. Coating weight: Class 1. 5. Selvage: Knuckled at top and bottom.
2.02 INTERMEDIATE POSTS
A. ASTM F1043, Group IA. 1. Pipe: ASTM F1083.
2.03 TERMINAL POSTS, BRACES, AND TOP RAILS
A. ASTM F1043, Group IA.
Chain Link Fence 32 31 10 - 2 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
1. Pipe: ASTM F1083.
2.04 TENSION WIRE Zinc-Coated Steel Marcelled Tension Wire: ASTM A824. Coating: Type II, Class 4.
2.05 FITTINGS AND ACCESSORIES
A. Post and Line Caps, Rail and Brace Ends, Braces, and Bands: ASTM F626, zinc-coated steel or zinc-coated cast iron.
B. Top-Rail and Bottom-Rail Sleeves, Tension Bars, and Truss Rods: ASTM F626, zinc- coated steel.
C. Tie Wires and Clips: ASTM F626. 1. Standard round wire ties: a. No. 9 gauge steel. b. Zinc coating, minimum: 1.2 oz/ft2.
D. Accessories: ASTM F900.
2.06 DOUBLE-SWING GATE
A. Gate: ASTM F900. 1. Gate opening: 20 feet clear. 2. Gate height: Same height as fence. 3. Double-swing type as shown on drawings. 4. Direction of swing: 180 degrees in opening as shown on drawings. 5. Gate stop: Plunger bar type with bar sleeve embedded in gate stop footing.
B. Frame: CLF-PM 0610, Type I round pipe. 1. Corners: a. Welded or heavy fittings. b. Rigid and watertight.
C. Fabric: Same type as used in fence.
D. Accessories: ASTM F900. 1. Gate hinges, latches, stops, and keepers: Zinc-coated or zinc-coated cast iron.
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2.07 CONCRETE
A. Manufacture and delivery: In accordance with Section 03 30 00 - Cast-In-Place Concrete, except: 1. Coarse aggregate size, maximum: 3/4 inch. 2. Compressive strength at 28 days, minimum: 4,000 pounds-per-square inch.
PART 3 EXECUTION
3.01 INSTALLATION
A. Erect 6-foot-high chain link fence and double-swing gate at location shown on drawings.
B. Install chain link fence and double-swing gate in accordance with ASTM F567 and CLF- PM 0610, and as shown on approved fence installation drawings. 1. Install fence and gate in soil in accordance with typical details shown on Standard Drawing 40-D-7016. 2. Scatter excavated material from post holes. 3. Ensure double-swing gate is installed level and plumb, and operates in a manner approved by the COR.
3.02 ELECTRICAL GROUNDING
A. Ground fence in accordance with Section 26 05 26 – Grounding and Bonding.
3.03 REPAIR OF FENCE AND GATE MATERIALS
A. Repair damage to zinc coatings in shop or in field as follows: 1. Redip material with damaged galvanizing unless damage is local and can be repaired by zinc primer. 2. If the galvanized coating becomes damaged after being dipped twice, material will be rejected. 3. Where local paint repair is authorized: a. Repair damaged galvanized surfaces in accordance with ASTM A780. Repair materials containing cadmium or lead are not permitted.
END OF SECTION
Chain Link Fence 32 31 10 - 4 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
SECTION 32 31 15 TEMPORARY CHAIN LINK FENCE
PART 1 GENERAL
1.01 MEASUREMENT AND PAYMENT
A. Cost: 1. Include in the prices offered in Price Schedule A for other items of work.
1.02 REFERENCE STANDARDS
A. ASTM International (ASTM) 1. ASTM A392-11a (2017) Zinc-Coated Steel Chain-Link Fence Fabric 2. ASTM F1043-18 Strength and Protective Coatings on Steel Industrial Fence Framework 3. ASTM F1083-18 Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded, for Fence Structures
1.03 SUBMITTALS
A. Submit the following in accordance with Section 01 33 00 - Submittals.
B. RSN 32 31 15-1, Installation Plan: 1. Plan showing location, configuration, and installation details of the temporary chain link fence. a. Include bill of materials for fence including fabric, posts, weights for posts, hardware, and accessories.
PART 2 PRODUCTS
2.01 TEMPORARY CHAIN LINK FENCE
A. Type: In-ground chain link with three strands of barbed wire installed on top of fence. 1. Chain Link Fabric: ASTM A392. 2. Intermediate and End Posts: ASTM F1043, Group IA. a. Pipe: ASTM F1083, hot-dipped galvanized. 3. Minimum Height: As determined by the Contractor.
Temporary Chain Link Fence 32 31 15 - 1 El Vado Dam Seepage Reduction Modifications Middle Rio Grande Project, New Mexico Solicitation No.
PART 3 EXECUTION
3.01 INSTALLATION
A. Erect temporary chain link fence around the Contractor staging and stockpile area at locations shown on drawings. 1. Coordinate final location and layout of fence with the COR.
B. Install chain link fence posts a minimum of 2 feet into the ground or with metal baseplates as recommended by supplier to provide stable, self-supporting post assemblies.
C. Install posts spaced at 10 feet maximum on centers, or as recommended by temporary fence supplier.
D. Secure prefabricated panels or fabric to posts.
E. Install three strands of barbed wire on top of fence with arms in vertical position.
F. Where temporary chain link fence is removed, protect openings made in chain link fencing to prevent unauthorized entry into area. 1. Provide temporary fencing or other approved means to protect openings, such that, entry through or over protection will entail no less difficulty than that provided by adjacent existing fencing. 2. Maintain temporary protection until openings are closed by permanent construction or temporary fencing is replaced.
3.02 MAINTENANCE AND REMOVAL
A. Maintain fences until work in area is complete and approved by the COR.
B. Remove fence when no longer required. Removed fence is the property of the Contractor.
END OF SECTION
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