R16PS00018_-_Amendment_No._003.pdf

Continuation Page for

Solicitation R16PS00018 Amendment 003

Instructions for SF-30

Block 14 (Continued)

C. DESCRIPTION: This amendment hereby incorporates the following:

Clarifications:

(1) The proposal due date is March 23, 2016, at 2 pm, Pacific Time, for Volume I.

(2) The proposal due date is March 25, 2016, at 2 pm, Pacific Time, for Volumes II.

Revised Contract Sections:

Remove and Replace the following specifications in Section C:

Section 32 11 23 Section 32 11 23, Amendment 0003 Section 32 31 04 Section 32 31 04, Amendment 0003 Section 32 31 10 Section 32 31 10, Amendment 0003 Section 32 32 20, Amendment 0002 Section 32 32 20, Amendment 0003 Section 32 92 20, Amendment 0001 Section 32 92 20, Amendment 0003 Section 32 92 21, Amendment 0001 Section 32 92 21, Amendment 0003

Remove Section L and Replace with Section L, Amendment No. 0003

Remove Section J and Replace with Section J, Amendment No. 0003

Add Contract Sections:

Section J, Amendment No. 0003, Attachment No. 11

Revised drawings to be removed and replaced:

Remove: Replace:

No. 320-D-233 No. 320-D-233, Revision No. 11, dated March 3, 2016

Amendment 0003 Stampede Dam - Dam Safety Modifications Specifications No. 20-C0850

Aggregate Base Course

32 11 23 - 1

SECTION 32 11 23

AGGREGATE BASE COURSE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Aggregate Base Course:

1. Measurement: Volume measured to neatlines placed and to thickness shown on drawings or as directed by COR.

2. Payment: Cubic yard price offered in the Price Schedule.

a. Does not include aggregate base course for cofferdam construction and for Dog Valley Road detour. Refer to Section 31 03 20 – Cofferdam Construction and Section 32 12 24 – Chip Seal Paving.

1.02 REFERENCE STANDARDS

A. California Department of Transportation (CALTRANS)

1. CALTRANS SS Standard Specifications, 2010

PART 2 PRODUCTS

2.01 AGGREGATE BASE

A. CALTRANS SS, Section 26-1.02A, Class 2 Aggregate Base, 3/4-inch maximum grading.

PART 3 EXECUTION

3.01 PREPARATION

A. Prepare subgrade in accordance with CALTRANS SS, Section 26.

B. Add water to aggregate base materials as required for compaction in accordance with CALTRANS SS, Section 26.

3.02 SPREADING AND COMPACTING

A. Spread and compact in accordance with CALTRANS SS, Section 26.

END OF SECTION

Aggregate Base Course

32 11 23 - 2

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Removing Existing Chain Link Fence

32 31 04 - 1

SECTION 32 31 04

REMOVING EXISTING CHAIN LINK FENCE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Removing and Disposing Existing Chain Link Fence:

1. Payment: Lump sum price offered in the Price Schedule.

a. Includes gates and overhangs.

1.02 PROJECT CONDITIONS

A. Remove existing chain link fence at locations shown on the drawings and as identified in Table 32 31 04A – Schedule of Existing Fence.

B. The nominal fence height identified in Table 32 31 04A – Schedule of Existing Fence does not include an additional 1 foot of height for barbed wire, if present.

C. Left or right side identified in Table 32 32 04A – Schedule of New Replacement Fence is determined as the observer looks downstream.

Table 32 31 04A – Schedule of Existing Fence

Dam Location

Structure Designation

Starting Station

Ending Station

Nominal Fence Height

(feet)

Includes Barbed Wire

Left, Right or Each

Side

Stampede Spillway Crest Sta. 4+70 Sta.

4+85.75 10 No Each

Stampede Spillway

Crest Bridge Deck

Sta.

4+85.75 N/A 10 No N/A

Stampede Spillway

Crest Bridge Deck

Sta. 5+15 N/A 10 No N/A

Stampede

Spillway upstream of

Crest Structure

As shown on Drawing 320-D-243 7 No Each

Stampede Spillway Chute Sta. 5+15 Sta. 5+50 10 Yes Left

Stampede Spillway Chute Sta. 5+15 Sta. 5+50 10 No Right

Stampede Spillway Chute Sta. 5+50 Sta. 10+75 8 Yes Left

32 31 04 - 2

Table 32 31 04A – Schedule of Existing Fence Dam

Location Structure

Designation Starting Station

Ending Station

Nominal Fence Height

(feet)

Includes Barbed Wire

Left, Right or Each

Side

Stampede Spillway Chute Sta. 5+50 Sta. 10+75 8 No Right

Stampede Spillway

Stilling Basin Bridge Deck

Sta. 10+75 N/A 10 No N/A

Stampede Spillway

Stilling Basin Bridge Deck

Sta. 10+90 N/A 10 No N/A

Stampede Spillway Stilling Basin Sta. 10+90 Sta. 11+63 10 Yes Left

Stampede Spillway Stilling Basin Sta. 10+90 Sta. 11+63 10 No Right

Stampede Outlet Works Stilling Basin

Sta.

15+87.54 Sta. 16+56 10 No Each

Prosser Creek

Spillway Crest

Approach Channel

Sta. 9+60 Sta. 9+85 8 Yes Each

Prosser Creek

Spillway Crest Bridge

Deck Sta. 9+85 N/A 8 No N/A

Prosser Creek

Spillway Crest Bridge

Deck Sta. 10+15 N/A 8 No N/A

Prosser Creek

Spillway Chute

Transition Walls

Sta. 10+15 Sta. 10+77 8 No Each

D. Existing chain link fence gates to be removed consist of:

1. One 8-foot high by 12-foot wide vehicle access gate with barbed wire located on the left side of the spillway stilling basin (Spillway Sta. 10+75) that spans the spillway stilling basin access bridge deck at Stampede Dam.

2. One 8-foot high by 2-foot wide pedestrian access gate with barbed wire located on the right side of the spillway stilling basin (Spillway Sta. 10+75) that provides maintenance access to the upstream end of the spillway stilling basin at Stampede Dam.

E. Existing chain link fence overhangs to be removed consist of 10-foot high fence overhangs with barbed wire located at the downstream end of the existing spillway stilling basin chain link fence (Spillway Sta. 11+63, each side) and at the downstream end

32 31 04 - 3 of the existing outlet works stilling basin chain link fence (O. W. Sta. 16+56, each side) at Stampede Dam.

F. Existing fence posts atop existing concrete structures are in blockouts backfilled with concrete or grout.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

3.01 PREPARATION

A. Verify with COR final locations and lengths of existing chain link fence requiring removal and disposal as shown on the drawings.

3.02 PROTECTION

A. Protect existing features to remain in place.

B. Repair damage to existing chain link fences that are to remain in place at the Contractor’s expense and to the satisfaction of the COR.

3.03 REMOVAL

A. Remove existing chain link fence, gates, overhangs, and related materials as shown on the drawings and as directed by COR.

B. Removal methods and equipment are subject to approval of COR.

C. Use methods which will not damage existing chain link fence to remain in place.

D. Do not reuse any removed chain link fence and related materials.

3.04 DISPOSAL

A. Dispose of removed chain link fence posts, chain link fence fabric, and related materials in accordance with Section 01 74 00 - Cleaning and Waste Management.

32 31 04 - 4

Chain Link Fence

32 31 10 - 1

SECTION 32 31 10

CHAIN LINK FENCE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Chain Link Fence:

1. Payment: Lump sum price offered in the Price Schedule.

a. Includes gates and overhangs.

b. Includes mounting plates, posts, fabric, mounting components, and anchors required for complete fence installation.

c. Includes drilling holes for mounting plate anchors and installing epoxy anchors for mounting plates.

d. Includes electrical grounding.

e. Includes fence materials required to connect new and existing fences.

1.02 REFERENCE STANDARDS

A. American Institute of Steel Construction (AISC)

1. AISC 325-05 Steel Construction Manual, 13th Edition

B. American Society of Mechanical Engineers (ASME)

1. ASME B1.1-2003(2008) Unified Inch Screw Threads (UN and UNR Thread Form)

C. ASTM International (ASTM)

1. ASTM A121-13 Metallic-Coated Carbon Steel Barbed Wire

2. ASTM A123/A123M-13 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

3. ASTM A153/A153M-09 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

4. ASTM A193/A193M-12b Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service and Other Special Purpose Applications

5. ASTM A385/A385M-11 Providing High-Quality Zinc Coatings (Hot-Dip)

6. ASTM A392-11a Zinc-Coated Steel Chain-Link Fence Fabric

7. ASTM A563-07a Carbon and Alloy Steel Nuts

8. ASTM A780/A780M-09 Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

32 31 10 - 2

9. ASTM A824-01(2012) Metallic-Coated Steel Marcelled Tension Wire for Use With Chain Link Fence

10. ASTM F436-11 Hardened Steel Washers

11. ASTM F567-14a Installation of Chain-Link Fence

12. ASTM F626-08(2013) Fence Fittings

13. ASTM F 900-11 Industrial and Commercial Swing Gates

14. ASTM F1083-13 Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded, for Fence Structures

D. American Welding Society, Inc. (AWS)

1. AWS D1.1/D1.1M-10 Structural Welding Code – Steel

E. Commercial Item Description (CID)

1. CID A-A-1923A Shield, Expansion (Lag, Machine and Externally Threaded Wedge Bolt Anchors)

F. International Code Council (ICC)

1. ICC ES AC 308 Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete, November 2009

2. ICC IBC-2012 International Building Code

G. Institute of Electrical and Electronics Engineers (IEEE)

1. IEEE C2-2012 National Electrical Safety Code (NESC)

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, gates, and overhangs to be installed based on verified field dimensions and locations of existing project features. Drawings shall also include the locations and details of any proposed fence fabric splices.

C. RSN 32 31 10-2, Certifications:

1. Manufacturer's certification that fence materials, fittings, and accessories meet specified requirements.

2. Include manufacturer's names and product designations and specified product standards in the certification.

32 31 10 - 3

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.

2.02 INTERMEDIATE POSTS

A. ASTM F1083, Type I round pipe.

2.03 TERMINAL POSTS, BRACES, AND RAILS

A. ASTM F1083, Type I round pipe.

2.04 TENSION WIRE

A. Zinc-coated steel marcelled tension wire: ASTM A824.

1. Coating: Type II, Class 4.

2.05 BARBED WIRE

A. Steel Barbed Wire: ASTM A121.

1. Coating: Type Z, Class 3.

2. Design Number: 12-2-4-14R.

2.06 FITTINGS

A. Post and Line Caps, Rail and Brace Ends, Braces, and Bands: ASTM F626, zinc-coated steel or zinc-coated cast iron.

B. Toprail and Bottomrail 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. Barbed Wire Arms: ASTM F626, Type I (angled) or Type II (vertical).

32 31 10 - 4

2.07 GATES AND OVERHANGS

A. Gates: ASTM F 900.

1. Single-swing type as shown on drawings.

2. Directions of Swing: 180 degrees out opening, as shown on drawings.

B. Gate and Overhang Frames: ASTM F1083, Type I round pipe.

1. Corners:

a. Welded or heavy fittings.

b. Rigid and watertight.

C. Fabric: Same type used in fence.

D. Accessories:

1. ASTM F 900.

2. Gate hinges, latches, stops, and keepers: Zinc-coated or zinc-coated cast iron.

2.08 GROUT

A. In accordance with Section 03 62 20 – Nonshrink Grout for Equipment and Metalwork.

2.09 METALWORK – MOUNTING CONNECTIONS

A. Structural Steel:

1. Plates and Bars: ASTM A36, galvanized.

B. 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.

3. Use filler metal with a minimum tensile strength of 70,000 pounds per square inch for steel.

2.10 ANCHORS

A. Adhesive Anchors: Drilled type, installed with a chemical adhesive system.

1. Seismic qualified per ICC IBC and ICC AC 308 for seismic design category A through F and cracked concrete conditions.

2. Adhesive: HIT-HY 200 epoxy adhesive manufactured by HILTI, P.O. Box 21148, Tulsa, OK 74121; or equal, having the following essential characteristics:

a. Injectable two-component epoxy adhesive.

b. Dual packaging system designed for automatic mixing during injection.

32 31 10 - 5

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.

3. Threaded Carbon Steel Anchor Rod: HAS Super rod manufactured by HILTI, P.O. Box 21148, Tulsa, OK 74121; or equal, having the following essential characteristics:

a. Rod material: ASTM A193, Grade B7.

b. Thread: ASME B1.1, continuously threaded (all-thread).

c. Fabricate with 45-degree chisel point on one end to facilitate insertion into adhesive-filled hole.

d. Hot-dip galvanized.

4. Standard Steel Nuts: ASTM A563, Grade DH.

a. Hot-dip galvanized.

5. Standard Steel Washers: ASTM F436, Type 1.

a. Hot-dip galvanized.

PART 3 EXECUTION

3.01 FABRICATION

A. Fabricate metalwork in accordance with AISC 325 and these specifications.

1. Perform welding and related work in accordance with AWS D1.1.

B. Galvanizing:

1. Galvanize all items of metalwork. Use hot-dip galvanizing, where required after fabrication, in accordance with ASTM A123 and A385.

2. Galvanize expansion anchors in accordance with ASTM A153. Remove excess spelter by centrifugal spinning.

3. Fabricator’s Galvanizing Repair:

a. Redip material with damaged galvanizing unless damage is local and can be repaired. Where local paint repair is authorized:

1) Repair damaged galvanized surfaces in accordance with ASTM A780, except that the zinc-rich coating used shall not contain cadmium or lead.

b. If the galvanized coating becomes damaged after being dipped twice, material will be rejected.

32 31 10 - 6

3.02 INSTALLATION

A. Erect chain link fence at locations shown on drawings and as identified in Table 32 31 10A – Schedule of New Replacement Fence.

B. The nominal fence height identified in Table 32 31 10A – Schedule of New Replacement Fence does not include an additional 1 foot of height for barbed wire, if required.

C. Left or right side identified in Table 32 31 10A – Schedule of New Replacement Fence is determined as the observer looks downstream.

Table 32 31 10A – Schedule of New Replacement Fence

Location Structure

Designation Starting Station

Ending Station

Nominal Fence Height

(feet)

Barbed Wire

Required

Left, Right or Each

Side

Stampede Spillway Crest Sta. 4+70 Sta.

4+85.75 10 No Each

Stampede Spillway

Crest Bridge Deck

Sta.

4+85.75 N/A 10 No N/A

Stampede Spillway

Crest Bridge Deck

Sta. 5+15 N/A 10 No N/A

Stampede

Spillway upstream of

Crest Structure

Replace where existing chain link fence was removed 8 No Each

Stampede Spillway Chute Sta. 5+15 Sta. 5+50 10 Yes Left

Stampede Spillway Chute Sta. 5+15 Sta. 5+50 10 No Right

Stampede Spillway Chute Sta. 5+50 Sta. 10+75 8 Yes Left

Stampede Spillway Chute Sta. 5+50 Sta. 10+75 8 No Right

Stampede Spillway

Stilling Basin Bridge Deck

Sta. 10+75 N/A 10 No N/A

Stampede Spillway

Stilling Basin Bridge Deck

Sta. 10+90 N/A 10 No N/A

Stampede Spillway Stilling Basin Sta. 10+90 Sta. 11+63 10 Yes Left

Stampede Spillway Stilling Basin Sta. 10+90 Sta. 11+63 10 No Right

Stampede Outlet Works Sta. Sta. 16+56 10 No Each

32 31 10 - 7

Table 32 31 10A – Schedule of New Replacement Fence

Location Structure

Designation Starting Station

Ending Station

Nominal Fence Height

(feet)

Barbed Wire

Required

Left, Right or Each

Side Stilling Basin 15+87.54

Prosser Creek

Spillway Crest

Approach Channel

Sta. 9+60 Sta. 9+85 8 Yes Each

Prosser Creek

Spillway Crest Bridge

Deck Sta. 9+85 N/A 10 No N/A

Prosser Creek

Spillway Crest Bridge

Deck Sta. 10+15 N/A 10 No N/A

Prosser Creek

Spillway Chute

Transition Walls

Sta. 10+15 Sta. 10+77 10 No Each

D. Provide chain link fence with side-mounted post configuration at top of existing repaired concrete spillway walls at Stampede Dam and Prosser Creek Dam with details as shown on standard drawing 40-D-7017, except that bottom rails shall be used in lieu of the tension wire and that adhesive anchors shall be used in lieu of expansion anchors and a bottom rail shall be provided in lieu of a tension wire. Provide 6-inch minimum embedment for adhesive anchors.

E. For chain link fence requiring barbed wire, the nominal height indicated does not include an additional 1 foot of height for the barbed wire.

F. Install chain link fence in accordance with ASTM F567, except as shown on drawings or specified.

G. Install chain link fence gates at the following locations as indicated on the drawings:

1. 8-foot high by 12-foot wide vehicle access gate with barbed wire located on the left side of the spillway stilling basin (Spillway Sta. 10+75) that spans the spillway stilling basin access bridge deck at Stampede Dam.

2. 8-foot high by 3-foot wide pedestrian access gate with barbed wire located on the right side of the spillway stilling basin (Spillway Sta. 10+75) that provides maintenance access to the upstream end of the spillway stilling basin at Stampede Dam.

H. Install 10-foot high chain link overhangs with barbed wire in accordance with standard drawing 40-D-5365, except that overhangs shall be 4-foot wide, welded frame, and have side-mounted end posts as shown on standard drawing 40-D-7017 in lieu of embedded

32 31 10 - 8 end posts. Overhangs shall be installed at the downstream end of the existing spillway stilling basin chain link fence (Spillway Sta. 11+63, each side) and at the downstream end of the existing outlet works stilling basin chain link fence (O. W. Sta. 16+56, each side) at Stampede Dam.

3.03 ELECTRICAL GROUNDING

A. Ground fences in accordance with applicable requirements of IEEE C2.

B. Grounding Method for Chain Link Fence:

1. At each grounding location, drive a grounding rod vertically until top 6 inches below finished grade.

2. Connect rod to fence with No. 6 AWG conductor.

3. Connect conductor to each fence component at grounding location.

3.04 REPAIR OF FENCE MATERIALS

A. Repair damage to zinc coatings 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, except repair materials containing cadmium and lead are not permitted.

3.05 TESTING AND ADJUSTING

A. After installation, test and adjust gate for proper operation.

Mechanically Stabilized Earth (MSE) Crest Structure

32 32 20 - 1

SECTION 32 32 20

MECHANICALLY STABILIZED EARTH (MSE) CREST STRUCTURE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Mechanically Stabilized Earth Crest Structure Design:

1. Payment: Lump sum price offered in the Price Schedule.

a. Payment of the lump sum offered in the schedule will be made incrementally throughout completion of the design for the MSE crest structure. Final payment will not be made until all submittals required of Section 32 32 20 - Mechanically Stabilized Earth (MSE) Crest Structure are approved for construction.

B. Mechanically Stabilized Earth Crest Structure Construction:

1. Payment: Lump sum price offered in the Price Schedule.

a. Includes, but is not limited to:

1) Facing panels or modular blocks.

2) Steel strip, steel mat, or geogrid reinforcement.

3) Leveling pad concrete.

4) Surface drainage collection system and subsurface drainage features.

C. Moment Slab and Vehicular Barrier/Bicycle Guardrail System:

1. Payment: Lump sum price offered in the Price Schedule.

a. Includes, but is not limited to:

1) Contractor-designed moment slab for MSE crest structure.

2) Contractor-designed vehicle barrier/bicycle guardrail system for MSE crest structure.

3) Contractor-designed vehicle barrier/bicycle guardrail system for new spillway crest structure bridge deck.

4) Surface drainage collection system.

b. Does not include W-Beam guardrails and wood posts to be installed on the new embankment crest structure and non-MSE abutment transitions.

Refer to Section 34 71 13 - W-Beam Guardrail with Wood Posts.

D. Deleted.

1. Deleted.

32 32 20 - 2

a. Deleted.

1.02 REFERENCE STANDARDS

A. American Association of State Highway and Transportation Officials (AASHTO)

1. AASHTO SSHB-02 Standard Specifications for Highway Bridges, 17th Edition

2. AASHTO LRFD 2012 LRFD Bridge Design Specifications, Sixth Edition, 2012, including 2013 Interims

3. AASHTO M 32M/M 32-09 Steel Wire, Plain, for Concrete Reinforcement

4. AASHTO M 55M/M55-99 Plain Steel Welded Wire Fabric for Concrete Reinforcement

5. AASHTO M 164-05(2008) High-Strength Bolts for Structural Steel Joints

6. AASHTO M 288-06(2011) Geotextile Specification for Highway Applications

7. AASHTO T 99-10 Moisture-Density Relations of Soils Using a 2.5-kg (5.5-lb) Rammer and a 305-mm (9.120-inch) Drop

8. AASHTO T 104-99(2011) Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate

9. AASHTO T 180-10 Moisture-Density Relations of Soils using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

10. AASHTO T 288-12 Determining Minimum Laboratory Soil Resistivity

11. AASHTO T 289-91(2008) Determining pH of Soil for Use in Corrosion Testing

B. ASTM International (ASTM)

1. ASTM A123/A123M-13 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

2. ASTM A572/A572M-13a High-Strength Low-Alloy Columbium-Vanadium Structural Steel

3. ASTM A780/A780M-09 Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

4. ASTM A1001-01(2010) High Strength Steel Castings in Heavy Sections

5. ASTM C33/C33M-13 Concrete Aggregates

6. ASTM C140/C140M-13a Sampling and Testing Concrete Masonry Units and Related Units

7. ASTM C150/C150M-12 Portland Cement

8. ASTM C618-12a Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

32 32 20 - 3

9. ASTM C979/C979M-10 Pigments for Integrally Colored Concrete

10. ASTM C1262-10 Evaluating the Freeze-Thaw Durability of Dry-Cast Segmental Retaining Wall Units and Related Concrete Units

11. ASTM D1505-10 Density of Plastics by the Density-Gradient Technique

12. ASTM D2000-12 Classification System for Rubber Products in Automotive Applications

13. ASTM D4327-11 Anions in Water by Chemically Suppressed Ion Chromatography

C. Bureau of Reclamation (USBR)

1. USBR Design Standards No. 13 USBR Design Standards No. 13 – Embankment Dams

D. Federal Highway Administration (FHWA)

1. FHWA-NHI-10-024 Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes – Volume I

– November 2009

2. FHWA-NHI-10-025 Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes – Volume II – November 2009

1.03 MSE WALL SYSTEM DESCRIPTION

A. Segmental mechanically stabilized earth wall system consisting of mortarless concrete wall units backfilled with compacted reinforced soil. Any manufacturer’s MSE wall system is acceptable for use provided it meets the requirements of this Section.

1.04 DESIGN REQUIREMENTS – MSE CREST STRUCTURE

A. Contractor has option of designing wall using either precast concrete wall panels or modular block wall units as facing.

B. Contractor has option of designing soil reinforcement using galvanized steel strips, galvanized steel mat, or geogrid for MSE reinforcement.

C. Design in accordance with FHWA NHI-10-024 Volume I, NHI-10-025 Volume II, and AASHTO LRFD 2012 and these specifications. In cases of conflicting requirements, these specifications shall govern.

D. For back-to-back MSE crest structure sections, design reinforcement such that alternating reinforcement layers extending from opposite walls overlap a minimum of 30 percent of design height of wall. Do not connect reinforcement layers to both wall facings.

32 32 20 - 4

E. Calculate maximum reinforcement loads using “Simplified Method” in accordance with

AASHTO LRFD 2012.

F. Surface Drainage:

1. Incorporate design of surface runoff drainage system as part of the MSE crest structure design.

2. Design surface drainage system in accordance with AASHTO or CALTRANS requirements for capacity.

3. The surface drainage system shall be completely independent and separate from Government-designed subsurface drainage system.

4. The surface drainage system shall not utilize an internal (inside the wall) drainage system.

5. The surface drainage system shall be designed to sheet-flow off the MSE Crest Structure meeting the following conditions:

a. The moment slab is configured to ensure that no water runs onto the wall panels or modular blocks resulting in water staining.

b. The layout of Dog Valley Road, as shown on the drawings, is not redesigned.

G. Design and provide connection between MSE wall and new spillway such that loss of fill will not occur.

H. Provide walls with subsurface drainage features as shown on drawings.

I. Obstructions in Backfill:

1. General:

a. Where obstructions, such as surface drainage system components, are located in the reinforced backfill zone, cutting of reinforcements to avoid obstructions is not permitted. Special design detailing shall be required for all obstructions subject to the following requirements:

1) Horizontal Deflection of Reinforcements: Grid reinforcements may not be splayed, unless connection has been specifically fabricated to accommodate a splay and connection detail has been approved by the Government. If used, the splay in grid reinforcement is limited to 15 degrees. For obstructions that cannot be accommodated with splayed reinforcement, structural frames and connections shall be required, and shall be designed in accordance with Section 10 - Steel Structures of AASHTO LRFD 2012 for the maximum tension in the reinforcements. The structural frame design shall be such that bending moments are not generated in the soil reinforcement or the connection at the wall face. The design, along with supporting calculations, shall be

32 32 20 - 5 included in the Contractor shop drawings required by

RSN 32 32 20-1.

2. Vertical Deflection of Reinforcements:

a. Vertical deflection of reinforcement to avoid obstructions such as utilities along the wall face shall be limited to a maximum of 15 degrees from normal to face of wall.

b. Bends in reinforcement shall be smooth and gradual.

3. Reinforcement shall not be left unconnected to the wall face, cut or bent in the field to avoid obstructions.

4. Penetrations through the face of the MSE crest structure shall be designed with wall facing elements to fit around the penetrations such that the facing elements are stable and the backfill will not spill through the wall facing elements at the penetration. Differential movement between the facing elements and the backfill should be anticipated and associated downdrag stress shall be considered in the MSE crest structure design.

J. Hydrostatic Pressures:

1. The MSE crest structure system is subject to inundation. The walls shall be designed to be stable under loading conditions associated with the PMF and the phreatic surface indicated in Figure 1 – Typical MSE Crest Structure with Phreatic Surface Plotted. The phreatic surface of Figure 1 shall be used to determine limits where effective unit weights should be used in the calculations for internal and external stability. Additionally, rapid drawdown shall be considered for stability analyses. A drawdown rate of 0.1 foot per hour (2.4 feet per day) shall be assumed for the purpose of rapid drawdown analysis.

K. Backfill Reinforcement for Modular Block Wall Systems:

1. Backfill reinforcement lengths and percent coverage at a given reinforcement level shall be in accordance with the approved Contractor shop drawings required by RSN 32 32 20-1. All backfill reinforcement shall be positively connected to the modular block facing units that are capable of resisting 100 percent of the maximum tension in the backfill reinforcements at any level within the wall.

Detailed documentation for connection strength shall be submitted. The vertical spacing of the soil reinforcement for walls with modular block facing units shall be as follows:

a. The first (bottom) layer of soil reinforcement shall be no further than 16 inches above the top of the leveling pad.

b. The last (top) layer of soil reinforcement shall be no further than 20 inches on the average below the top of the uppermost modular block wall unit.

c. The maximum vertical spacing between layers of adjacent soil reinforcement shall not exceed 32 inches. For walls deriving any part of their connection capacity by friction the maximum vertical spacing of the reinforcement should be limited to two times the block depth (front face to

32 32 20 - 6 back face) to ensure construction and long-term stability. The top row of reinforcement shall be one-half the vertical spacing.

L. Backfill Reinforcement for Precast Panel Wall Systems:

1. The backfill reinforcement lengths and percent coverage at a given reinforcement level shall be in accordance with the approved Contractor shop drawings required by RSN 32 32 20-1. All backfill reinforcement shall be positively connected to the precast panel facing units that is capable of resisting 100 percent of the maximum tension in the backfill reinforcements at any level within the wall.

Detailed documentation for connection strength shall be submitted as noted above. The vertical spacing of the backfill reinforcement for walls with precast panel facing units shall be as follows:

a. The first (bottom) layer of backfill reinforcement shall be no further than 16 inches above the top of the leveling pad.

b. The last (top) layer of backfill reinforcement shall be no further than 20 inches on the average below the top of the uppermost precast panel unit.

c. The maximum vertical spacing between layers of adjacent backfill reinforcement shall not exceed 32 inches. The top row of reinforcement shall be one-half of the vertical spacing.

M. Initial Batter of Wall:

1. The initial batter of the wall, both during construction and upon completion, shall be within the vertical and horizontal alignment tolerances included in this section.

2. The initial batter of the wall at the start of construction and the means and methods necessary to achieve the batter shall be provided on the Contractor shop drawings required by RSN 32 32 20-1. Subject to approval of the COR and the MSE crest structure design engineer, the initial batter may be modified at the start of construction by the manufacturer’s field representative based on the evaluation of the backfill material. Any such changes shall be documented in writing within 24 hours of the approved changes. This written document shall be sealed by the MSE crest structure design engineer who is registered as a Civil Engineer in the state of California. Details of the wedges or shims or other devices, such as clamps and external bracing used to achieve or maintain wall batter, shall be as shown on the approved shop drawings and/or accompanying construction manual.

Permanent shims shall comply with the design life criteria, and shall maintain the design stress levels required for the walls.

N. Supplement Contractor shop drawings required by RSN 32 32 20-1 with all design calculations for the MSE crest structure design as required herein. Installations that deviate from the approved design shall be accompanied by supporting stability (internal;

external; and global/overall) calculations of the proposed modified structure as well as supporting calculations for all special details not contained in the approved design and resubmitted for approval. The MSE crest structure design engineer shall note all

32 32 20 - 7 deviations of the proposed MSE crest structure design from the approved design on the resubmitted shop drawings for approval.

O. Seismic events analyzed pseudo statically under Extreme Event I limits shall use a peak ground acceleration (PGA) at the base of the MSE crest structure of 1.2g. For analysis, assume kn = kav = 1.2g and kv = 0. If a more sophisticated dynamic analysis using numerical modeling methods with commercially available finite element or finite difference computer software is performed in lieu of a pseudo static analysis, the seismic ground motion time histories provided in Section 51 00 50 - Earthquake Time Histories shall be applied at the base of the MSE crest structure.

1. The maximum calculated lateral displacement of the MSE crest structure shall not exceed 4 inches.

P. Design Criteria: As provided in Table 32 32 20A – Design Parameters, Table 32 32 20B

– Load Combinations, and Table 32 32 20C – Load Factors.

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Table 32 32 20A – Design Parameters Description Limit State Value Note

Design Life All limit states 100 Years Effective (Drained) Friction Angle:

a. Retained Backfill All limit states 34 degrees 1

b. Reinforced Wall Backfill Material All limit states 34 degrees 1

Bearing Capacity All limit states Calculate using Equation 4-22 in FHWA NHI-10-

Length of soil reinforcement, B All limit states Overlap a minimum of 30 percent of design height of wall

Limiting eccentricity Strength (all) B/4 (soil), 3/8B (rock) Service I B/6 (soil), B/4 (rock)

Coefficient of Sliding Friction Strength (all) 0.60 Moist Unit Weight All limit states 130 lb/ft3 Saturated Unit Weight All limit states 135 lb/ft3 Resistance factors:

a. Sliding Strength (all) 1.0 3

b. Bearing Strength (all) 0.65 Deleted

c. Overall (slope) stability:

I. Deep Seated Stability Service I 0.65 5 II. Compound Stability Service I 0.65 5

d. Pullout resistance:

I. Static Strength (all) 0.90 6 II. Combined static/earthquake Strength (all) 1.20 6 Tensile resistance of geosynthetic reinforcements and connectors:

a. Static Strength (all) 0.90

b. Combined static/earthquake Strength (all) 1.20 Notes:

1. The reinforced and retained backfill will be used for the MSE crest structure construction. Laboratory testing performed on the borrow material is included in Section 53 20 00 – Records of Geologic and Subsurface Investigations and Section 53 30 00 – Memorandum.

2. H is the design height of the wall and is defined as the difference in elevation between the finished grade at the top of wall and the top of leveling pad. The top of the leveling pad shall always be below the minimum embedment reference line as indicated on the drawings for that location. The length of the backfill reinforcement, B, is measured from the backface of the wall facing unit. In case of grid type reinforcements the length of the backfill reinforcement is measured from the backface of the wall to the last full transverse member. For modular block facing units, the total length of the reinforcement, BT, as measured from the front face of the wall is the length B as defined above plus the width of the modular block unit (the horizontal dimension of the block unit measured perpendicular to the wall face).

3. Passive resistance shall not be considered in evaluation of sliding resistance.

4. Deleted.

5. For earthquake loading condition and PMF flood loading, a resistance factor of 0.90 shall be used.

6. Live load due to vehicular traffic shall be included in the computations to determine the maximum tensile forces in reinforcement layers, but shall be neglected in the computations for pullout resistance.

32 32 20 - 9

Table 32 32 20B – Load Combinations

Load Combination Limit State DC, EH, ES, EV LL, LS, S Use One at a Time

EQ FL CT

Strength I γp 1.75 - - - Extreme Event I (EQ) 1 1 1 - - Extreme Event II (FL) γp γFL - 1 - Extreme Event II (CT) γp 0.5 - - 1 Service I 1 1 - - - Notes:

Extreme Event I includes seismic events.

Extreme Event II includes vehicular impact and flood events.

DC = dead loads EH = horizontal earth loads ES = earth surcharge load EV = vertical pressure from dead load of earth fill CT = vehicular collision force FL = flood load EQ = earthquake load LL = vehicular live load LS = live load surcharge S = snow load γp = load factor for permanent loading. May subscript as γp- EV, γp-EH, etc γEQ = load factor for simultaneously with seismic loads γFL = load factor for simultaneously with PMF loads

Table 32 32 20C – Load Factors

Type of Load Load Factor Maximum Minimum

DC – Components and Attachments 1.25 0.90 EH – Horizontal Earth Pressure 1.50 0.90

EV – Vertical Earth Pressure Overall Stability

Retaining Walls and Abutments

1.00

1.35 n/a

1.00

ES – Earth Surcharge 1.50 0.75

Note: May substitute as γEV-MIN, γEV-MAX, γEH-MIN, γEH-MAX, etc

32 32 20 - 10

1.05 DESIGN REQUIREMENTS – MOMENT SLAB AND VEHICLE BARRIER

A. Design vehicle barrier system for MSE crest structure and spillway crest structure bridge deck using open guardrail system consisting of posts and rail. Concrete barrier system is not allowed.

B. Design concrete moment slab for MSE crest structure and spillway crest structure bridge deck to resist vehicular design loads including barrier system lateral loads. Moment slab concrete shall meet the requirements of spillway slabs concrete mix in Table 03 30 00A – Concrete Mixes in Section 03 30 00 – Cast-In-Place Concrete.

C. Design vehicle barrier system in accordance with AASHTO LRFD 2012, Section 11.10.10.2.

D. Design forces in accordance with Railing Test Level TL-2.

E. Incorporate vehicle barrier into MSE crest structure and spillway crest structure bridge deck.

F. Ensure vehicle barrier transitions between the MSE crest structure, the new spillway crest structure, and the new embankment crest structure are in accordance with State of California regulations.

G. Vehicle barrier system shall include provisions for limiting surface drainage infiltration into the MSE crest structure earthfill, including defensive measures at joints in concrete elements as necessary.

H. Vehicle barrier system shall connect continuously as a smooth transition with W-Beam guardrails and wood posts to be installed on the new embankment crest structure and non-MSE abutment transitions. Refer to Section 34 71 13 - W-Beam Guardrail with Wood Posts.

I. Vehicle barrier system shall connect continuously as a smooth transition with Contractor-designed spillway crest structure bridge deck vehicle barrier system.

1.06 BICYCLE GUARDRAIL SYSTEM

A. Reference to pedestrian guardrail system on the drawings or within these specifications refers to bicycle guardrail system.

B. Incorporate bicycle guardrail system into vehicular barrier system installed for the MSE crest structure and the spillway crest structure bridge deck.

C. Design, fabricate and install bicycle guardrail system in accordance with the following requirements.

1. Resist forces induced by cyclists.

32 32 20 - 11

2. Minimum height of bicycle guardrail: 48 inches (distance from road surface to top of guardrail). Design guardrail such that an 8-inch diameter sphere cannot pass through the guardrail between the tops of vehicle barrier and bicycle guardrail.

3. Deleted.

4. Materials for bicycle guardrail: Aluminum, galvanized steel, or painted steel.

Wood railing or closed face systems are not allowed.

5. Fabricate top rail of bicycle guardrail from pipe or tubing, free from sharp kinks and bends. Grind all welds smooth.

1.07 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 32 32 20-1, Designs and Product Data:

1. MSE crest structure design and product data.

a. Include structural analysis and design calculations for walls and foundations, as well as material descriptions and specifications. Include sample analyses and hand-calculations to verify the output from software used by the MSE crest structure designer. Include details of dynamic analysis if performed.

b. If dynamic analyses are performed using numerical modeling methods with commercially available finite element or finite difference computer software, provide input and output files, and results of the dynamic analysis. The input files shall include dimensions and materials properties of the MSE crest structure and the boundary conditions of the numerical model. The provided results shall include, as a minimum, the maximum horizontal acceleration and the maximum horizontal and vertical deformations of the MSE crest structure under seismic loading, the maximum tensile force developed in the MSE crest structure reinforcement, and the maximum force developed at the connection between the MSE facing units and the reinforcement.

c. Sign and seal design data by the MSE crest structure design engineer registered in the State of California.

2. Design and product data for moment slab and vehicle barrier system.

a. Include structural analysis and design calculations, including design loads, material descriptions, strengths and grades, and specifications.

b. Sign and seal calculations and data by the slab and barrier system design engineer registered in the State of California.

3. Design and product data for bicycle guardrail system.

32 32 20 - 12

a. Include structural analysis and design calculations including design loads, material descriptions, strengths and grades, and specifications.

b. Sign and seal calculations and data by the bicycle guardrail system design engineer registered in the State of California.

4. Shop Drawings for MSE crest structure:

a. Show wall layout, designs, alignments, dimensions, cross sections, plan and elevations, galvanized steel strip, galvanized steel mat, or geogrid soil reinforcement, foundation base, drainage zone, perforated pipe drains, detail of north and south spillway crest structure connections, and other installation details.

b. Include design parameters, assumptions, and design life.

c. Show existing ground elevations and utilities impacted by the MSE crest structure, and those to be field verified by the Contractor, for each location.

d. Complete details of all elements and component parts required for construction of the MSE crest structure system at each location; any requirements to accommodate drainage systems, foundation subgrades, and other facilities as shown on the drawings.

e. Details of special design requirements. These may include, but are not limited to:

1) Structural frames to place reinforcements around obstructions such as drainage pipes and guardrail supports.

2) Drainage systems.

3) Placement sequence of drainage and reinforced wall backfill material with respect to retained backfill material behind a wall face using modular block facing units.

4) Post installations for both vehicle barrier system and bicycle guardrail system.

5) Scour protection.

6) Foundation subgrade modification.

7) All corner details including acute, obtuse, and 90 degrees, slip joints, and joint details of MSE crest structure with other cast-in-place structures.

8) Wedges, shims, and other devices such as clamps and bracing to establish and maintain vertical and horizontal wall facing alignments.

9) Transition details associated with the abutment transitions and transitions with the new embankment crest structure.

f. Bearing pads information:

32 32 20 - 13

1) Calculations: Substantiating calculations verifying the stiffness (axial and lateral), size, and number of bearing pads assuming, as a minimum, a vertical loading at a given joint equal to 2 times the weight of facing panels directly above that level.

2) Certified laboratory test results: In the form of vertical load-vertical strain and vertical load-lateral strain curves for the specific bearing pads proposed for use. The vertical load-vertical strain curve should extend beyond the first yield point of the proposed bearing pad.

g. Complete listing of components and materials specifications.

h. Other site specific or project specific information.

i. Sign and seal design computations and analysis methods for conformance to specifications requirements by the MSE crest structure design engineer registered in the State of California.

j. Sign and seal each Contractor shop drawing required by RSN 32 32 20-1 by the MSE crest structure design engineer registered in the State of California.

5. Structural drawings for moment slab and installation drawings for vehicular barrier systems.

a. Structural drawings of moment slab showing locations, overall dimensions, reinforcement locations and details, and typical plans and cross sections.

b. Installation drawings of vehicle barrier system showing plans, sections, typical cross sections, splices and anchorage details, and complete list of components and materials specifications.

c. Sign and seal structural and installation drawings by moment slab and vehicle barrier system design engineers registered in the State of California.

6. Shop drawings for bicycle guardrail system.

a. Show layout, alignments, dimensions, typical cross sections, splice and anchorage details, and complete list of components and materials specifications.

b. Sign and seal shop drawings by bicycle guardrail system design engineer registered in the State of California.

C. RSN 32 32 20-2, Approval Samples for MSE Crest Structure:

1. One Precast Wall Panel.

a. Notify COR, in writing, of date and time of precast wall panel sample construction at least 7 days before construction.

b. Construct sample in presence of COR.

32 32 20 - 14

c. Approved sample will be quality standard for completed work. Use same materials, equipment, methods, and workmen to be used in work.

d. Textured Form Surface and Concrete Stain:

1) Submit manufacturer’s data sheet for the textured form pattern for acceptance prior to fabricating precast wall panel sample.

2) Submit manufacturer’s data sheet for the concrete stain for acceptance prior to fabricating precast wall panel sample.

3) Provide a full size panel with the textured form surface and concrete stain using the same materials to be used for the precast wall panel.

a) Form liner, minimum: 1 manufactured size panel.

4) Construct precast wall panel sample with sufficient time to allow the concrete to cure before observation.

e. Obtain Government approval of the precast wall panel sample before proceeding with work. Remove rejected sample and remake sample until approval is obtained.

f. Disposal: After completion and acceptance of work, remove and dispose of sample in accordance with Section 01 74 00 - Cleaning and Waste Management. Obtain permission from COR to remove and dispose sample.

2. Provide three modular blocks (segmental) facing units with specified color and meeting shape requirements for unit core fill placement between blocks for approval.

D. RSN 32 32 20-3, Certifications:

1. MSE Crest Structure Manufacturer’s Certification:

a. Manufacturer's certification that wall units meet specified requirements.

b. Attach one set of results from specified sampling and testing to each certification.

2. MSE Crest Structure Designer’s Certification:

a. Designer’s certification that design parameters meet specified requirements.

3. Geosynthetic Manufacturer’s Certification:

a. Supplied geosynthetic is of the approved type and meets all test methods and standards specified herein. Manufacturer’s certificate shall state that the furnished geosynthetic meets the requirements of the specifications, as evaluated by the manufacturer’s quality control program. COR may require the Contractor to supply supporting test data from an approved laboratory to support certified values submitted.

32 32 20 - 15

4. Modular Block Connection Certification:

a. Provide certification of analysis for modular block facing units.

1) Include detailed calculations in accordance with AASHTO LRFD 2012.

2) Certification demonstrates that all connections, including block-to-reinforcement and block-to-block connections, and all related components meet or exceed the current AASHTO 100 year design life requirements and are capable of resisting 100 percent of the maximum tension in the soil reinforcements at any level within the wall.

5. Unit Core Fill Gradation and Certification.

a. Gradation and supplier certification (required only if Unit Core Fill is used).

6. Vehicle Barrier System and Bicycle Guardrail System Certifications.

a. Manufacturer’s certification that vehicle barrier system meets specified requirements.

b. Designer’s certification that design parameters meet specified requirements.

E. RSN 32 32 20-4, Final Drawings (Government Format):

1. Final drawings of vehicle barrier system and bicycle guardrail system consisting of detailed shop drawings, erection plans, and bills of materials.

2. Show revisions made to drawings up to time fabrication is completed.

F. RSN 32 32 20-5, Test Reports and Results:

1. Modular Block Units Test Results.

2. Modular Block Connection Test Results:

a. Laboratory test results performed in accordance with Section B.3 in Appendix B of FHWA NHI-10-025.

3. Metallic Wall Reinforcement:

a. Mill test report for galvanized steel strips containing the ultimate tensile strength of the soil reinforcement and galvanization coverage.

b. Mill test report for galvanized metallic mat wall reinforcement containing the ultimate weld strength and galvanization coverage.

G. RSN 32 32 20-6, Instructions for MSE Crest Structure:

1. Manufacturer's storage, handling, and installation instructions.

H. RSN 32 32 20-7, Installation Plan for MSE Crest Structure:

32 32 20 - 16

1. Installation plans and details.

2. Equipment to be used.

3. Quality control plan criteria for installation processes.

I. RSN 32 32 20-8, Haul Route Frequency and Construction Plan for MSE Crest Structure:

1. Number of truck passes per lift placement.

1.08 QUALIFICATIONS – MSE CREST STRUCTURE

A. Manufacturer's Qualifications:

1. Established manufacturer of mechanically stabilized earth systems of specified type.

2. Minimum of 5 years of continuous experience in manufacture of mechanically stabilized earth systems.

B. MSE Crest Structure Designer Qualifications:

1. Experienced professional engineer registered in State of California.

C. Installation Supervisor Qualifications:

1. Minimum of 3 years of continuous experience in installation of mechanically stabilized earth systems similar to that required herein.

1.09 PRE-INSTALLATION MEETING

A. Date: No later than 60 days before beginning mechanically reinforced earth crest structure installation and prior to performing any work on the RSN for the mechanically reinforced earth crest structure installation plan.

B. Location: Onsite at Government’s Field Office

C. Purpose: Review with Government personnel installation plan and technical requirements for the mechanically reinforced earth crest structure installation.

D. Attendees: Responsible engineering representatives who have been fully informed of specifications requirements with respect to technical requirements and MSE crest structure to be installed. Representatives shall include:

1. One from Contractor.

2. One from mechanically stabilized earth system manufacturer.

3. MSE crest structure design engineer.

E. Within 30 calendar days after conclusion of pre-installation meeting, Government…