Am_0001.pdf

0001 14 August 2009

U.S. Army Corps of Engineers, New Orleans District

Attn: CEMVN-CT-W (Lindsay Dawson)

7400 Leake Ave., Room 172

New Orleans, LA 70118-3651

X

ED9099-09-H-0020

X X

The above numbered solicitation for Calcasieu River and Pass, Foreshore Dike Construction, Approximate Mile 16.8 to Approximate Mile 20.0, Cameron and Calcasieu Parishes, LA, is hereby amended as follows:

PROPOSAL DUE DATE

The Proposal Due Date is hereby changed to 25 August 2009 at 2:00 PM CST.

SECTION 00010

Delete pages 00010-3 and 00010-4 in their entirety and substitute the attached revised pages 00010-3 and 00010-4.

SECTION 31 05 19.04 12

Page 6, Paragraph 3.3.1. Delete this paragraph in its entirety and substitute the following therefore:

“The geotextile shall be placed in the manner and at the locations shown. Reach 1

- requires a reinforcing fabric (Table 2) placed from toe of berm to toe of berm.

Reach 2 - and the Option Reach requires a reinforcing fabric (Table 3) placed from toe of berm to toe of berm. All reaches require a separator fabric (Table 1) between the armor stone and the crushed stone core. At the time of installation, the geotextile will be rejected if it has defects, rips, holes, flaws, deterioration or damage incurred during manufacture, transportation or storage.”

SECTION 35 31 19.03 12

1. Page 3, paragraph 1.1.2. Delete this paragraph in its entirety and substitute the following therefore:

“The option reach is approximately 4,600 linear feet of stone placement on a geotextile base and separator fabric between the core material and the armor stone. (See drawings for further details)”

2. Page 11, paragraph 3.2. Delete the last sentence in its entirety.

3. Page 11, paragraph 3.3. Add the following to the end of the paragraph:

“The crushed stone core can be built to elevation +4.0 before stability berms are completed. However, to ensure the reinforcing geotextile still extends to the design limits past the toe of the stability berms, the crushed stone core must be covered with the separator geotextile immediately after core construction and followed closely in order by construction of stability berms, then placement of armor stone.”

DRAWINGS

Delete drawings 2 thu 6 in their entirety and substitute with the revised attached

Drawings 2 thru 6 therefore.

SECTION 00010 – BIDDING SCHEDULE

Calcasieu River & Pass – Foreshore Dike Construction, Approximate Mile 16.8 to Approximate Mile 20.0, Cameron and Calcasieu Parishes, LA

Item No.

Description

Estimated Quantity

Unit

Price

Amount

00010-3 ED 09-099

0001 Mobilization and Demobilization 1 LS

***0002 Armor Stone 73,500 Ton

***0003 Core Material 60,000 Ton

0004 Reinforcement Geotextile - Reach 1 18,000 SY

***0005 Reinforcement Geotextile - Reach 2 44,000 SY

***0006 Separator Geotextile 36,000 SY

0007 Flotation Channel 1 LS Option ***0008 Armor Stone 26,000 Ton

Option ***0009 Core Material 32,000 Ton

Option ***0010 Reinforcement Geotextile 24,500 SY

Option ***0011 Separator Geotextile 19,500 SY

Option 0012 Flotation Channel 1 LS

TOTAL $________

***Denotes a change from the previous bidding schedule

Award will be made as a whole to one bidder.

NOTE 1: Bidders shall furnish unit prices for each item listed in the Schedule requiring a unit price. If the bidder fails to insert a unit price in the appropriate blank for required item(s), but does furnish an extended total, or an estimated amount for such item(s), the Government shall deem the unit price to be the quotient obtained by dividing the extended amount for that line item by the quantity. IF A BIDDER OMITS BOTH THE UNIT PRICE AND THE EXTENDED TOTAL OR

ESTIMATED AMOUNT FOR ANY ITEM, ITS BID SHALL BE DECLARED NON-RESPONSIVE

AND THEREFORE INELIGIBLE FOR AWARD.

NOTE 2: Any bid may be rejected if the Contracting Officer determines in writing that it is unreasonable as to price. Unreasonableness of price includes not only total price of bid, but the price for individual line items as well. Any bid may be rejected if the prices for any line items or subline items are materially unbalanced (See FAR 14.404-2).

SECTION 00010 – BIDDING SCHEDULE

Calcasieu River & Pass – Foreshore Dike Construction, Approximate Mile 16.8 to Approximate Mile 20.0, Cameron and Calcasieu Parishes, LA

Item No.

Description

Quantity

Price

Amount

00010-4 ED 09-099

NOTE 3: The successful bidder is advised that performance and payment bonds shall be submitted in accordance with the time frame in block 12B of SF 1442 after Notice of Award. The NTP will be issued immediately after verification of acceptable performance and payment bonds.

Within seven (7) days after issuance of the NTP, the Contractor shall initiate a meeting to discuss the submittal process with the Area or Resident Engineer or his authorized representative.

Physical work cannot start until the Accident Prevention Program, Contractor Quality Control Plan, and other submittals which may be required, have been submitted and approved and all preliminary meetings called for under the contract, have been conducted.

NOTE 4: OPTION ITEMS. This provision pertains to Bid Item(s) 0008, 0009, 0010, 0011, and 0012, The Government may require the delivery of, in whole or part, the Option Item(s).

The Government may exercise the Option Item(s) by written notice to the contractor. If the Government activates an Option Item(s), the activation will occur while the Contractor’s plant is within the limits of work. No additional mobilization/ demobilization will be paid to the Contractor for the Optional work. The Government will evaluate offers for award purposes by adding the total price for all options to the total price for the basic requirement. Evaluation of the option(s) will not obligate the Government to exercise the option(s).\

47032W2.dgn 8/11/2009 4:16:06 PM

NOTES:

1. ROCK DIKE CONSIST OF A 6’ CROWN AT AN ELEVATION

2. ALL DIKE TIE-INS SHALL BE PERPENDICULAR TO THE SHORELINE.

SHALL ALSO BE CONSTRUCTED ACCORDING TO THE

TYPICAL SECTIONS SHOWN ON SHEET 5.

OF 7.0’ M.L.G. WITH A 1 ON 2 SIDE SLOPES. ROCK BERMS

DIKE P.I. X- COORDINATE Y- COORDINATE

0+00

23+10

REACH 1

2,650,002.81 568,773.50

2,650,320.62 571,073.60

Safety is a Part of Your Contract

A DC

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41 4040

4040 40

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30 30

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BANK TIE-IN

BANK TIE-IN

AZ.4̂33’

CALCASIEU LAKE

AZ.4̂33’

NEW ORLEANS DISTRICT

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IDENTIFICATION

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PROPOSED FORESHORE PROTECTION

CAMERON PARISH 600’0 300’

SCALE:1"=300’

X 2648315.350

Y 566582.210

X 2650374.520

Y 566372.840

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REACH 1

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IN

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GAS PIPELINE CROSSING

TO BE REMOVED

FROM THE CHANNEL

TEJAS GAS CORP.

C/L 1003+58 EL. -56.4

HILCORPS

6" GAS PIPELINE

TIE IN TO

EXISTING LINE

AREA 17

DISPOSAL

X=2,649,834.06

Y= 571,715.52

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47032W3.dgn 8/11/2009 4:40:01 PM

BANK TIE-IN

BANK TIE-IN

NOTES:

DIKE P.I. X- COORDINATE Y- COORDINATE

0+00

0+96

7+69

39+69

45+39

45+87

OPTION REACH

2,649,993.45 560,317.91

2,649,897.29

2,649,404.88

560,324.64

560,784.17

2,649,717.21

2,650,183.73

563,968.60

564,295.67

2,650,231.34 564,292.34

Safety is a Part of Your Contract

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NAVIGATION

LIGHT

NAVIGATION

LIGHT

NAVIGATION

LIGHT

NAVIGATION

LIGHT

6 6

4 4

3 3

2 2

CALCASIEU SHIP CHANNELAZ.4̂33’

AZ. 4̂33’

CALCASIEU LAKE

CAMERON PARISH

NEW ORLEANS DISTRICT

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1. ROCK DIKE CONSIST OF A 6’ CROWN AT AN ELEVATION

2. ALL DIKE TIE-INS SHALL BE PERPENDICULAR TO THE SHORELINE.

SHALL ALSO BE CONSTRUCTED ACCORDING TO THE

TYPICAL SECTIONS SHOWN ON SHEET 5.

OF 7.0’ M.L.G. WITH A 1 ON 2 SIDE SLOPES. ROCK BERMS

600’0 300’

SCALE:1"=300’

PROTECTION

FORESHORE

PROPOSED

N

Y 566582.210

X 2648315.350

INCENTIVE

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YOUR KEY TO

HIGHER PROFITS

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OPTION REACH

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GAS PIPELINE CROSSING

TO BE REMOVED

FROM THE CHANNEL

TEJAS GAS CORP.

TIE IN TO EXISTING LINE

C/L 1003+58 EL. -56.4

HILCORPS

6" GAS PIPELINE

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FLOWLINES

EXISTING

FLOWLINES

DISPOSAL

AREA 22

AREA 17

DISPOSAL

X=2,648,739.80

Y= 560,409.29

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47032W4.dgn 8/11/2009 4:17:11 PM

BANK TIE-IN

BANK TIE-IN

EXISTING

FLOWLINES

NOTES:

2. ALL DIKE TIE-INS SHALL BE PERPENDICULAR TO THE SHORELINE.

SHALL ALSO BE CONSTRUCTED ACCORDING TO THE

TYPICAL SECTIONS SHOWN ON SHEET 5.

OF 7.0’ M.L.G. WITH A 1 ON 2 SIDE SLOPES. ROCK BERMS

DIKE P.I. X- COORDINATE Y- COORDINATE

0+00

1. FORESHORE DIKE CONSIST OF A 6’ CROWN AT AN ELEVATION

12+10

55+96

61+94

REACH 2

2,648,417.55 553,359.70

2,648,704.84 554,599.24

2,649,137.84

2,649,732.04

558,961.88

558,922.78

Safety is a Part of Your Contract

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4 4

4 4

3 3

3 3

3 2

2 2

2 2

PROPOSED FORESHORE PROTECTION

REACH 2

1 1

1 11

1 1

CALCASIEU SHIP CHANNEL

AZ. 4̂33’

CALCASIEU LAKE

CAMERON PARISH

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600’0 300’

SCALE:1"=300’

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DISPOSAL

AREA 22

X=2,648,739.80

Y= 560,409.29

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47032W5.dgn 8/11/2009 4:17:42 PM

1. THE CRUSHED STONE CORE CAN BE BUILT TO ELEVATION

+4.0 BEFORE STABILITY BERMS ARE COMPLETED. HOWEVER,

TO ENSURE THE REINFORCING GEOTEXTILE STILL EXTENDS

TO THE DESIGN LIMITS PAST THE TOE OF THE STABILITY

BERMS, THE CORE MUST BE COVERED WITH THE SEPERATOR

GEOTEXTILE IMMEDIATELY AFTER CORE CONSTRUCTION AND

FOLLOWED CLOSELY BY CONSTRUCTION OF STABILITY BERMS

AND THE PLACEMENT OF ARMOR STONE.

2. MATERIAL TAKEN FROM THE FLOTATION CHANNEL MAY BE

DEPOSITED ON THE LAND SIDE OF THE ROCK DIKE FOR THE

EARTHEN BERM, OR MATERIAL MAY COME FROM THE FILL SIDE

OF THE ROCK DIKE BETWEEN THE DIKE AND THE EXISTING

BANK OF THE CALCASIEU RIVER. BORROW SHALL BE A MINIMUM

65-FT FROM THE C/L OF THE DIKE.

1. THE CRUSHED STONE CORE CAN BE BUILT TO ELEVATION

+4.0 BEFORE STABILITY BERMS ARE COMPLETED. HOWEVER,

TO ENSURE THE REINFORCING GEOTEXTILE STILL EXTENDS

TO THE DESIGN LIMITS PAST THE TOE OF THE STABILITY

BERMS, THE CORE MUST BE COVERED WITH THE SEPERATOR

GEOTEXTILE IMMEDIATELY AFTER CORE CONSTRUCTION AND

FOLLOWED CLOSELY BY CONSTRUCTION OF STABILITY BERMS

AND THE PLACEMENT OF ARMOR STONE.

2. MATERIAL TAKEN FROM THE FLOTATION CHANNEL MAY BE

DEPOSITED ON THE LAND SIDE OF THE ROCK DIKE FOR THE

EARTHEN BERM, OR MATERIAL MAY COME FROM THE FILL SIDE

OF THE ROCK DIKE BETWEEN THE DIKE AND THE EXISTING

BANK OF THE CALCASIEU RIVER. BORROW SHALL BE A MINIMUM

65-FT FROM THE C/L OF THE DIKE.

7. All dike tie-ins shall be perpendicular to the shoreline.

8. All elevations are refereneced to MLG PRE-83 epoch.

AA

Existing ground surface

Ban k p av ing

10’

Tie into natural ground.

Dr es s ba nk a s re qu ire d

3’ Th ick

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Safety is a Part of Your Contract

3’ MINIMUM 3’ MINIMUM

GEOTEXTILE)

(SEPARATOR

3’ MINIMUM

GEOTEXTILE)

(SEPARATOR

3’ MINIMUM

GEOTEXTILE)

(REINFORCEMENT

NOTES:

3’ MINIMUM

(REINFORCEMENT

GEOTEXTILE)

3’ MINIMUM

GEOTEXTILE)

(SEPARATOR

3’ MINIMUM

GEOTEXTILE)

(SEPARATOR

3’ MINIMUM

GEOTEXTILE)

(REINFORCEMENT

3’ MINIMUM

(REINFORCEMENT

GEOTEXTILE)

3’ MINIMUM

GEOTEXTILE)

(SEPARATOR

3’ MINIMUM

GEOTEXTILE)

(SEPARATOR

3’ MINIMUM

GEOTEXTILE)

(REINFORCEMENT

(REINFORCEMENT

GEOTEXTILE)(460 lb/in)

NOTES:

DRESSED BANK

V o n

H

V o n

H

1V on 2H

REPOSE OF EXISTING GROUND

F

T

3-FT THICK

ROCK BERM

CROWN ELEV. +7.0 MLG

25’

50’

V o n

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BANK TIE-IN

TYPICAL TIE-IN TO BANKLINE

FORESHORE PROTECTION DIKE

PLAN VIEW

(Not To Scale)

Toe of Cut

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OF ENGINEERS

NEW ORLEANS DISTRICT

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DISPOSAL SIDECHANNEL SIDE

TYPICAL CORE SECTION

DISPOSAL SIDECHANNEL SIDE

DISPOSAL SIDECHANNEL SIDE

TYPICAL FORESHORE SECTION - REACH 1

TYPICAL FORESHORE SECTION - REACH 2

TYPICAL FORESHORE SECTION - OPTION REACH

DIKECL

2H:

V

2H:

V

EL 7

MINIMUM 3’ COVER ARMOR STONE

EL -7.0

6 FEET

1H :1

V

3 FT

CORE SECTION

SEPARATOR GEOTEXTILE

2H: 1V

REINFORCEMENT GEOTEXTILE

65’ FEET MINIMUM

30H: 1V

15 FEET

EL 3.5

20H: 1V

10 FEET

3 FT

MINIMUM 3’ COVER EARTHEN FILL

DIKECL

2H:

V

EL 7

MINIMUM 3’ COVER ARMOR STONE

EL -7.0

6 FEET

1H :1

V

CORE SECTION

SEPARATOR GEOTEXTILE

2H: 1V

REINFORCEMENT GEOTEXTILE

50’ FEET MINIMUM

DIKECL

2H:

V

2H:

V

EL 7

MINIMUM 3’ COVER ARMOR STONE

EL -7.0

6 FEET

1H :1

V

3 FT

CORE SECTION

SEPARATOR GEOTEXTILE

2H: 1V

REINFORCEMENT GEOTEXTILE

65’ FEET MINIMUM

10H: 1V

5 FEET

EL 3.5

20H: 1V

10 FEET

3 FT

MINIMUM 3’ COVER EARTHEN FILL

(UNCOMPACTED)

(UNCOMPACTED)

FLOATATION CHANNEL

FLOATATION CHANNEL

FLOATATION CHANNEL

ARMOR STONE

EXISTING

GROUND SURFACE

SECTION

NOT TO SCALE

A

5’ MAX.

3’ MIN.

END DETAIL

CORE MATERIAL

EL.4.0+/- (MLG)

EL.7.0 MLG

ELEVATION

VARIES

CHANNEL SIDE

LAND SIDE

CORE MATERIAL

EL.4.0

4’

1V o n 2H 1V on 2H

EXISTING GROUND

C/L COMPOSITE CLOSURE

REINFORCEMENT GEOTEXTILE

WIDTH DETERMINED BY DESIGN SECTION

CHANNEL SIDE LAND SIDE

(NOT TO SCALE)

TYPICAL PLAN VIEW

(NOT TO SCALE)

north and south limits of dike, where the structure

Notes:

4. Bankline shall be dressed as required to assure acceptance of stone paving. Dress slope shall be no steeper than 1V on 2H.

and 25 feet landward of the dike C/L as shown on the plan drawings.

5. Bank paving shall be constructed and accepted prior to construction of dike tie-in.

6. Spoil material resulting from bank dressing shall be

3. Paving shall extend 50 feet channelward of the dike C/L, disposed of on overbank, or behind the stone dike alignment.

dike, where the structure ties into existing land.

2. Stone bank paving is required at the interior gap in the ties into existing land.

1. Stone bank tie-ins are required at both the

REQUIRED BANK TIE-INS

Dike C/L of bank

Top of bank paving

BB

Slope to Dress

Steepest

Allowable

CHANNEL SIDE

LAND SIDE

10’

Approx. top

1V on 3H

47032W6.dgn 8/11/2009 4:18:11 PM

-5

-10

-15

E l e v a t i o n i n e t

L G

0 25 50 75 100-25-50-75-100

-5

-10

-15

-5

-10

-15

0 25 50 75 100-25-50-75-100

-5

-10

-15

E l e v a t i o n

L G

-5

-10

-15

0 25 50 75 100-25-50-75-100

-5

-10

-15

DIKE C/L STA 8+49 DIKE C/L STA 20+51 DIKE C/L STA 38+81

D A

T E

A P

P R

M A

R K

NOTES:

1. ALL ELEVATIONS IN BOTH SECTION AND PROFILE

ARE M.L.G. PRE-83 EPOCH.

2. EXISTING GROUND ELEVATIONS WERE TAKEN

4. ROCK DIKE CONSIST OF A 6’ CROWN AT AN ELEVATION

OF THE DIKE, AT AN ELEVATION 3’ ABOVE THE NATURAL

5. BASELINE TRAVERSE INFORMATION IS AVAILABLE UPON

THE U.S. ARMY CORPS OF ENGINEERS.

REQUEST AT THE NEW ORLEANS DISTRICT OF

OF 7.0’ M.L.G. WITH A 1 ON 2 SIDE SLOPES. A BERM

SHALL ALSO BE CONSTRUCTED AT THE CHANNEL SIDE TOE

GROUND LINE AND AT A WIDTH ACCORDING TO THE TYPICAL

3. ALL P.I. & P.T. STATION NUMBERS REFLECT DIKE CENTERLINE.

FROM SURVEY TAKEN ON APR 2009.

SECTIONS SHOWN ON SHEET 5.

6. THE DIKE TIE-IN AT THE NORTHERN AND SOUTHERN

LIMITS OR WORK SHALL BE PERPENDICULAR TO THE

SHORELINE.

DIKE C/L STA 9+21

E l e v a t i o n

L G

-5

-10

-15

0 25 50 75 100-25-50-75-100

-5

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-15

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-15

E l e v a t i o n

G L

0 25 50 75 100-25-50-75-100

-5

-10

-15

EARTHEN BERM

-5

-10

-15

0 25 50 75 100-25-50-75-100

-5

-10

-15

EARTHEN BERM

EARTHEN BERM

-5

-10

-15

E l e v a t i o n

G L

0 25 50 75 100-25-50-75-100

-5

-10

-15

EARTHEN BERM

-5

-10

-15

0 25 50 75 100-25-50-75-100

-5

-10

-15

EARTHEN BERM

-5

-10

-15

0 25 50 75 100-25-50-75-100

-5

-10

-15

E l e v a t i o n

G L

EARTHEN BERM

DIKE C/L STA 27+11 DIKE C/L STA 51+14

REACH 2

OPTION REACH

REACH 1

DIKE C/L STA 4+65

DIKE C/L STA 10+36

DIKE C/L STA 16+68

A DC

INCENTIVE

CLAUSES

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YOUR KEY TO

HIGHER PROFITS

Safety is a Part of Your Contract

S C

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US ARMY CORPS

OF ENGINEERS

NEW ORLEANS DISTRICT

SHEET

IDENTIFICATION

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Questions and Answers

1. Sheet C-05 of the plans, note 1 states that the berms must be constructed before the dike is built to a +2 elevation. The core of the dike has to be built to a +4.0 elevation and geotextile placed before any berms can be built. this would in fact place the dike above a +2.0 before the berm can be built. Please clarify.

A. The crushed stone core can be built to elevation +4.0 before stability berms are completed. However, to ensure the reinforcing geotextile still extends to the design limits past the toe of the stability berms, the crushed stone core must be covered with the separator geotextile immediately after core construction and followed closely in order by construction of stability berms, then placement of armor stone.

2. The plans state that all flotation spoil must be deposited behind the dike structure, but in most areas the distance the material will have to be placed is at least 100' just to clear the reinforcement geotextile, and will need to go at least another 40' to allow for spreading. There is no machine capable of casting this material that far. Can the spoil material be placed on the channel side of the dike and then placed behind after the dike is built?

A. Placement of material on the channel side of the dike will not be allowed.

Any flotation material must be placed on the landside of the dike. This may require double handling.

3. Should no flotation excavation be required will the earthen berm still be required and if so where does the fill material come from?

A. The earthen berms are required for the designated reaches whether flotation excavation is needed or not. Material for the earthen berm may come from the land side of the dike if flotation is not needed and excavation shall be no closer than 65-ft from the dike centerline.

4. There are existing flowlines and wells located on the northern end of

Reach 2 and a navigation light at the northern end of the option reach that could impact the alignment and flotation. Please clarify.

A. The northern portion of the Option Reach behind the navigation light has been removed. The northern portion of Reach 2 has been adjusted to avoid existing flowlines.