R15_306_Amendment_No._0001.pdf

Amendment No. 0001 to Page 3 Solicitation No. R15PS00306

Description of the Changes:

1. A Site Visit was held on June 9, 2015. The questions and answers and attendees list are hereby incorporated as follows:

a. Questions and Answers (2 pages)

b. Site Visit Attendees List (2 pages)

2. Parts of the Specifications have been revised. See highlighted sections in the attached revised pages of the Specifications.

3. Parts of the Drawings have been revised. See highlighted sections in the attached revised pages of the Drawings.

See the revised pages (as shown on the list below) for the specific pages to which changes were made.

Remove Existing Pages Replace with Attached Revised Pages

Add New Pages

Solicitation, Specifications, Section 05 50 00 Metal Fabrications

Solicitation, Specifications, Section 05 50 00 Metal Fabrications – Amendment No. 0001

Solicitation, Specifications, Section 31 03 33 Removal of Water from Excavation

Solicitation, Specifications, Section 31 03 33 Removal of Water from Excavation – Amendment No. 0001

Solicitation, Specifications, Section 52 00 00 Drawings (Replacement of Headwalls – Sheet No. 10)

Solicitation, Specifications, Section 52 00 00 Drawings (Replacement of Headwalls – Sheet No. 10) –

Solicitation, Drawing No. 1292- 303-60039 Guardrail Details

Solicitation, Drawing No. 1292-303- 60039 Guardrail Details (Note under table referencing continuation of table to Sheet 7 vice sheet 8 of drawing set) – Amendment No. 0001

Solicitation, Drawing No. 1292- 303-60009 Vicinity Plan and List of Drawings

Solicitation, Drawing No. 1292-303- 60009 Vicinity Plan and List of Drawings (Changed List of Drawings, Sheet 10 to 40-D-5365 vice 40-D- 5364. Sheet 10’s title remains the same) – Amendment No. 0001

Solicitation, Reference Drawing No. 1/2S-6E (BD-1) ADWR 55- 205997

Main Outlet Drain – Install Bypass and Replace Siphon Headwalls at Avenue 7E

Solicitation No. R15PS00306

Questions and Answers

Question 1: Was there a Geo Tech report done? If so can we get a copy?

Answer: There was not geotechnical report done specifically for this job. In the Reference Drawing provided on sheet 423-D-496, “Log of Borings” Test Hole TH STA 136+65 was taken on the centerline of the canal and the centerline of the 7E roadway about 50’ from the bypass centerline.

Question 2: Do you anticipate ground water?

Answer: The most recent groundwater data (as of June 3) is provided in Revised Section 31 03 33 Removal of Water from Excavation of the Specifications; chart on last page. The approximate water level is shown on the drawings.

Question 3: For excavation purposes what is the type of backfill material over the top of the existing 72" RCP pipe, only for those sections that we need to remove and replace 72" RCP?

Answer: The material is common backfill taken from the adjacent sources when the canal was lined.

The canal was originally an earthen lined canal with culverts crossing the roadway. When the canal was concrete lined the invert of the canal was raised to bring it above the water table. The culverts were used and converted to siphons as shown on Reference Drawing 423-D-479.

Question 4: What type of backfill material will you required to backfill the new 72" RCP pipe Section?

Answer: Replace with the same type of material that is there now, contractors are able to reuse the existing material.

Question 5: Will you require the 3" Minimum of CLSM Slurry underneath the pipe? Or can the whole pipe barrel be lay on ABC Bedding without the soil pad?

Answer: 3” CLSM Slurry underneath is required for adequate bedding.

Question 6: If open cut trench option, are we able to close Avenue 7E and Detour traffic to complete work?

Answer: There is no alternate detour available to get around Avenue 7E for the larger produce trucks.

Shoring and/or CLSM will be necessary to provide enough access for at least one lane of traffic.

Question 7: Will the double 60" by-pass stay in operation after construction or will this be removed or abandon in place?

Answer: The double 60” by-pass shall remain in place except for the pipe ends protruding into the canal, which shall be removed after completion of the headwalls and the canal relined. The pipe ends shall be capped or plugged with a precast cap or plug.

Question 8: Are there additional details that can be provided for the canal tie-in’s?

Answer: On the last similar type project the contractor stubbed the pipe into the channel with the pipe extending into the channel and then concreted/shotcreted around the pipes. Another option might be to extend the pipe just to the edge of the canal lining and shotcrete/concrete in a temporary transition to the pipe so a pipe section does not need to be removed when the canal lining is replaced.

It’s recommended that you consult with your pipe supplier and work with them to come up with the system that works with your methodology.

Question 9: The specifications indicate 48 hour outages for the canal tie-ins (33 03 10). At the pre-proposal visit it was understood that the Government is allowing 72 hours. Can you please confirm?

Answer: The contractor will have 48 hours as indicated in the specification this does not include concrete curing time.

Question 10: When abandoning the bypass and pouring the concrete back for the canal, is there any specific concrete or cure time requirements before water can be put back in the canal?

Answer: Contractor’s will be required to place the canal concrete within the 48 hours. The Government will be responsible for the time necessary to cure the concrete and joint sealant.

Question 11: Does the monitoring well remain?

Answer: The monitoring well is to remain. However, before the notice to proceed is given the mast with the control box and solar panel on top will be removed by the Government. Construction of the monitoring well is provided as Reference Drawing 1/2S-6E (BD-1) ADWR 55-205997. The Government will continue reading the well and provide the data to the contractor.

Question 12: There is a note on the drawings on plugging or capping the bypass when the headwalls are complete. What type of cap/plug is required?

Answer: Use precast plugs/caps manufactured by the same supplier as the pipe.

Question 13: What type of bends are you looking for in the bypass?

Answer: A precast bend or a field mitered bend. It’s recommended that you consult with your pipe supplier and work with them to come up with the system that works with your methodology.

Drawings

52 00 00 - 1

SECTION 52 00 00

DRAWINGS

PART 1 GENERAL

1.01 DISCREPANCIES, ERRORS, OR OMISSIONS

A. Inform the CO of discrepancies discovered on drawings in accordance with clause at FAR 52.236-21, Specifications and Drawings for Construction.

1.02 PROJECT CONDITIONS

A. Where there are minor differences as determined by the CO between details and dimensions shown on drawings and details and dimensions of existing features at jobsite, use details and dimensions of existing features at jobsite.

1.03 SPECIFICATION DRAWINGS

A. Some drawings show details of fabrication or other details and specifications which are not a part of work under these specifications. Disregard specifications and details shown on these drawings which are not applicable to work under these specifications.

1.04 INFORMATION DRAWINGS

A. Drawings marked "For Information Only" in the drawing list are included to show existing features about which knowledge is required to perform work under this contract.

These drawings do not show work to be performed under this contract.

B. If there are differences as determined by the CO between details and dimensions shown on these drawings and those of existing features at jobsite, use details and dimensions of existing features at jobsite.

1.05 COPIES OF DRAWINGS

A. Two sets of full-size (22- by 34-inches) drawings will be furnished to the Contractor.

One of these sets shall be used for the “As-Built” submission to the Government upon completion.

B. Upon request, additional half-size (11- by 17-inches) copies of standard drawings will be furnished to the Contractor.

1.06 LIST OF DRAWINGS

A. Drawings listed in Table 52 00 00A - List of Drawings, are made a part of Section C - Description/Specifications.

52 00 00 - 2

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

Table 52 00 00A - List of Drawings Construction of Bypass

Sheet No.

Drawing No. Title

1 423-303-60016 VICINITY PLAN

2 423-303-60017 SITE PLAN

3 423-303-60018 BYPASS PIPE

4 423-303-60019 TRENCHLESS OPTION

5 423-303-60020 SOIL DISPOSAL AND ACCESS PLAN

6 40-D-6477 PRECAST CONCRETE PIPE JOINTS TYPES

B,C,E,F,G,H AND K

7 1292-303-60037 GUARDRAIL PLAN

8 1292-303-60038 GUARDRAIL PLAN EAST SIDE

9 1292-303-60039 GUARDRAIL DETAILS

52 00 00 - 3

Table 52 00 00B - List of Drawings Replacement of Headwalls

Sheet No.

Drawing No. Title

1 1292-303-60009 VICINITY PLAN AND LIST OF DRAWINGS

2 1292-303-60010 SITE PLAN

3 1292-303-60011 INLET-OUTLET STRUCTURE

4 1292-303-60012 INLET-OUTLET DETAILS

5 1292-303-60013 SOIL DISPOSAL AND ACCESS PLAN

6 40-D-6477 PRECAST CONCRETE PIPE JOINTS TYPES

B,C,E,F,G,H AND K

7 40-D-6263 MINIMUM REQUIREMENTS FOR DETAILING

REINFORCEMENT

8 1292-303-60014 FENCING AND SAFETY ITEMS

9 1292-303-60015 STANDARD FENCING DETAILS

10 40-D-53645 FENCE OVERHANG

11 426-303-2819 CANAL ESCAPE LADDERS

12 1292-303-6595 TOP MOUNTED PIPE GUARDRAILS WITH KICK

PLATE

Removal of Water From Excavation

31 03 33 - 1

SECTION 31 03 33

REMOVAL OF WATER FROM EXCAVATION

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Cost: Include in applicable prices offered in the schedule for items of work requiring removal of water from excavations.

1.02 DEFINITION

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, grave 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 lay out 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.

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, Removal of water plan:

1. Showing proposed method for removal of water from foundations.

2. 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.

31 03 33 - 2

1.05 REGULATORY REQUIREMENTS

A. 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 include:

1. Frequency and rate of precipitation at the site.

2. Subsurface conditions including natural layering, thickness, permeability, and storativity of materials, and groundwater levels.

3. Efficiency of pumps, collectors, and discharge systems.

B. Water content and water levels in subsurface materials vary with location, depth, and material.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

3.01 REMOVAL OF WATER

A. Provide, maintain, and operate necessary facilities for removal of water from various parts of the work and for maintaining foundations and other parts of the work free from water as required for constructing each part.

B. Where excavation for pipe trenches and excavation for structures extends below ground-water level, dewater the portion below the water level in advance of excavation.

Up to 20 CFS of sediment free water may be placed into the Main Outlet Drain. Notify the Government in advance if pumping into the Main Outlet Drain.

3.02 UNWATERING

A. Use ditches or sumps to lower and control water levels in advance of excavation.

B. Construct ditches and sumps to collect seepage and runoff in work areas. Use sandbags, sand and gravel filter bedding, and other materials and techniques to control localized seepage.

31 03 33 - 3

3.03 DEWATERING

A. Accomplish dewatering by use of sufficient number of properly screened wells or other equivalent methods.

B. Dewater to prevent loss of fines from the foundation, maintain stability of excavated slopes and bottom of excavations, and to result in construction operations being performed in the dry.

3.04 SEEPAGE CONTROL

A. Pipe and Structures:

1. Before start of demolition and excavating to final grade for pipe and structures, bring the water level to an elevation at least 3 feet below the bottom of the pipe and structures.

2. Maintain this water level until pipe has been placed and the structures completed, and backfill has been placed around and over the pipe and about the structures.

3. After the pipeline and structures have been completed and backfilled, subject to the approval of the Contracting Officer, allow ground water to rise about the pipe and structures.

4. Control pumping operations so that the water level rises slowly and uniformly along the entire length of each reach of pipe and about each structure.

31 03 33 - 4

3.05 HISTORICAL GROUND WATER ELEVATION INFORMATION

END OF SECTION

Metal Fabrications

05 50 00 - 1

SECTION 05 50 00

METAL FABRICATIONS

PART 1 GENERAL

1.01 COST

A. Include cost of railing in the applicable prices offered in the schedule for items of work associated with the metal fabrication.

1.02 REFERENCE STANDARDS

A. American Institute of Steel Construction (AISC)

1. AISC 316-89 Manual of Steel Construction - Allowable Stress Design - 9th Edition

B. American Society of Mechanical Engineers (ASME)

1. ASME B18.2.1-1996(2005) Square and Hex Bolts and Screws, Inch Series

C. ASTM International (ASTM)

1. ASTM A 36/A 36M-08 Carbon Structural Steel

2. ASTM A 123/A 123M-08 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

3. ASTM A 153/A 153M-05 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

4. ASTM A 307-07b Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

5. ASTM A 563-07a Carbon and Alloy Steel Nuts

6. ASTM F 436-07a Hardened Steel Washers

7. ASTM F 844-07a Washers, Steel, Plain (Flat), Unhardened for General Use

D. American Welding Society, Inc. (AWS)

1. AWS D1.1/D1.1M-08 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. Federal Specifications (FS)

05 50 00 - 2

1. FS RR-C-271D(1) Chains and Attachments, Welded and Weldless

1.03 DEFINITIONS

A. Miscellaneous metalwork: Where either shown on the drawings or specified elsewhere in this Section or these specifications means metal fabrications as used in this Section.

1.04 QUALIFICATIONS

A. Qualify welders in accordance with AWS D1.1 using procedures, materials, and equipment of the type required for the work.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Protect from corrosion, deformation, and other types of damage.

B. Store items in an enclosed area free from contact with soil and weather.

PART 2 PRODUCTS

2.01 MATERIALS

A. Arc-Welding Electrodes:

1. Filler metal and required shielding gases or fluxes: AWS D1.1.

2. Filler metal for steel, minimum tensile strength: 70,000 psi.

B. Bolts, Nuts, And Washers:

1. Eyebolts: Forged steel, ASTM A 668, class C.

2. Nuts: ASTM A 563.

3. Washers:

a. For use with ASTM A 325 bolts: ASTM F 436

b. Unhardened for general use: ASTM F 844.

4. Bolts:

a. ASTM A 307, except anchor bolts and studbolts.

b. Anchor bolts as shown on drawings

c. ASTM A 36 steel

d. Length of bolt threads: ASME B18.2.1.

e. Thread class: 2 free-fit, American National coarse-thread series.

C. Chain: FS RR-C-271, type 1, class 1, 2, or 4.

05 50 00 - 3

D. Chain swivel eye bolt snap: Stainless steel SS T316 suitable for use with ¼” chain. Working load limit 350 pounds minimum. Attach to chain with stainless steel quick link. Quick link working load limit shall be 1800 pounds minimum, and ¼” shaft diameter minimum.

Fuse quick link coupling together. If the shape of the eye bolt snap is such that it will not snap into a chain link welded to the pole a stainless steel U bolt with ¼” diameter shaft, top plate, nuts and washers may be used. Fuse nuts to U bolt.

2.02 ANCHORS

A. Expansion Anchors:

1. CID A-A-1923, Type 4, stainless steel.

2. Bolt length: As shown on drawings. If not shown, provide bolt length with 3-1/2 inch minimum embedment. Provide with stainless steel washers.

2.03 FABRICATION

A. Fabricate metalwork in accordance with AISC 316, and these specifications.

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

2. Grind all welds on pipe guardrails.

B. If straightening is necessary, use methods that will not injure the metal.

C. After shop work completion and before galvanizing, clean material of rust, loose scale, dirt, oil, grease, slag from welded areas, and other foreign substances.

D. Railings, fabricate from:

1. Standard weight pipe with diameter shown on drawings.

E. Galvanizing:

1. Galvanize items of metalwork as specified or shown on drawings. Use hot-dip galvanizing, where required after fabrication, in accordance with ASTM A 123 and A 385.

2. Galvanize bolts, nuts, washers, and locknuts in accordance with ASTM A 153.

Remove excess spelter by centrifugal spinning.

3. Galvanizing Repair:

a. Redip material with damaged galvanizing unless damage is local and can be repaired by two component epoxy zinc primer.

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

05 50 00 - 4

c. Where local repair is authorized:

1) Repair damaged galvanized surfaces in accordance with ASTM A 780, except repair materials containing cadmium and lead are not permitted.

PART 3 EXECUTION

3.01 PREPARATION

A. Confirm locations and dimensions prior to fabrication of miscellaneous metalwork.

3.02 INSTALLATION

A. Anchors:

1. Suitable expansion anchors.

2. Drill holes for anchors straight and true and of diameter recommended by anchor manufacturer.

3. Install anchors in accordance with manufacturer's recommendations.

4. Follow manufacturer’s recommendations when embedded steel or reinforcement is encountered during drilling for anchors.

5. When drilling water is used, clean surfaces of concrete to remain exposed immediately to prevent discoloration.

END OF SECTION

jcarrera Typewritten Text Amendment No. 0001

Amendment No. 0001

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Observation Wells South Gila Valley

Yuma, Arizona Yuma Projects Office

Bureau of Reclamation

1/2S-6E ( BD-1) ADWR 55-205997

( Page 1 of 1)

Date Started : 12-15-2004 Date Completed : 12-15-2004 Hole Diameter : 9-inch Drilling Method : Hollow Stem Auger Logging Method : Drilling character,cuttings

Driller : USBR: Nate Ohlau Northing Coord. : 3622875.4 m (NAD 27, Easting Coord. : 733125.7 m Zone 11) Location : (C-8-22)21daaa4 Logged By : Fred Croxen

D ep th in

F ee t

Surf.

Elev.

141.2

141.2

131.2

121.2

111.2

U S

C S

G R

A P

H

IC

DESCRIPTION REMARKS

Elev.: 142.75 Well: 1/2S-6E (BD-1)

Grout

9" auger hole

3"steel pipe

2"pvc blank

2"pvc 10-slot screen

2"pvc cap, speartip

6"x6" sq.

steel box cover

SM

SP

SP

CL

SP

0 - 4' SILT with SAND (SM): slightly moist, dark brown, loose, a few mica flakes; with minor clay

4 - 14' SAND (SP): light brown, fine , poorly graded, damp.

14 - 36' SAND (SP): moist to wet, gray, about 95% fine to medium sand, about 5% fines.

36 - 37' CLAY (CL): dark gray 37 - 39' SAND (SP): gray; about 95% fine to medium sand, about 5% fines.

39' BOTTOM OF HOLE

Driller: Nate Ohlau Helper: Chris Edington

Rig: CME 75 Hollow-Stem

Well Diagram:

Installed 30' of 2" flush joint pvc blank with 10' of 2" flush joint pvc screen, 10-slot, 0.5' speartip plug at bottom.

Stickup of 2" pvc=1.5', elev.

top of 2"pvc=142.75'. Land surface elev.= 141.2'.

Installed 10' of 3"diam.

galvanized steel pipe around the 2" pvc to depth of ~8.5' below land surface at well.

Hole caved back to ~11 feet after auger extraction.

Grouted to land surface in annular spaces between 9" auger hole and between 3" steel pipe and 2" pvc pipe.

Stickup of 4" steel pipe = 1.3'. Installed 4' of 6"x6" square steel cover box with locking lid; cover box was embedded in grout to depth of about 1' below land surface. Airlift developed for about 10 minutes. Water temp.=27.3 degrees C. Took 1 liter water sample for chemical analysis.

Depth to water = 10.58' from top of 2" pvc (elev. of water level=132.17' on Dec. 15, 2004 @ 2:13 pm. Effective Field elevation is higher than well to the south = 147.1' smessinger

INFORMATION ONLY

jcarrera Typewritten Text Amendment No. 0001