W912ES-17-T-0088_Amendment_002_Multiple_scope_changes.pdf

W81G6771444908

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The purpose of this amendment is to revise the answ er to question 6 on the questions and answ ers page; provide additional answ ers to questions 13-16 asked by contractors; revise the scope of w ork in response to questions asked and to provide several clarifications (revised sections of the scope are indicated in RED); amend the quantity of corings to reflect 2 corings at each of the 23 locations (for a total of 46 corings); and to add Figure 1: Lock amd Dam No. 9 Upper Guidew all Cross Section.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 10

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 28-Jun-2017

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912ES17T0088

X 9B. DATED (SEE ITEM 11)

15-Jun-2017

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

28-Jun-2017

CODE

CONTRACTING DIVISION

USACE - ST. PAUL

180 5TH STREET E SUITE 700

ST. PAUL MN 55101-1678

W912ES 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912ES17T0088

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 1449 - CONTINUATION SHEET

SUPPLIES OR SERVICES AND PRICES

CLIN 0001

The pricing detail quantity has increased by 21.00 from 25.00 to 46.00.

CLIN 0003

The CLIN extended description has changed from:

Full petrographic analysis, to include one upstream and one downstream core from the upper guide wall at each lock site. This shall include an analysis of hardened air content in accordance with ASTM C 457.

To:

Full petrographic analysis, to include one upstream and one downstream core from the upper guide wall at each lock site. This shall include an analysis of hardened air content in accordance with ASTM C 856 and ASTM C 457.

DELIVERIES AND PERFORMANCE

The following Delivery Schedule item for CLIN 0001 has been changed from:

DELIVERY DATE QUANTITY SHIP TO ADDRESS DODAAC /

CAGE

45 dys. ADC 25 N/A

FOB: Destination

DELIVERY DATE QUANTITY SHIP TO ADDRESS DODAAC /

CAGE

60 dys. ADC 46 N/A

The following Delivery Schedule item for CLIN 0002 has been changed from:

CAGE

45 dys. ADC 5 N/A

CAGE

60 dys. ADC 5 N/A

The following Delivery Schedule item for CLIN 0003 has been changed from:

CAGE

60 dys. ADC 10 N/A

CAGE

90 dys. ADC 10 N/A

The following Delivery Schedule item for CLIN 0004 has been changed from:

CAGE

60 dys. ADC 15 N/A

CAGE

90 dys. ADC 15 N/A

The following Delivery Schedule item for CLIN 0005 has been changed from:

CAGE

60 dys. ADC 1 DESIGN BRANCH

JACOB FALL

USACE - ST PAUL

180 5TH STREET E SUITE 700

ST PAUL MN 55101-1638

651-290-5242

B6L0D00

CAGE

90 dys. ADC 1 DESIGN BRANCH

JACOB FALL

USACE - ST PAUL

180 5TH STREET E SUITE 700

ST PAUL MN 55101-1638

651-290-5242

B6L0D00

The following have been modified:

QUESTIONS AND ANSWERS

Questions and Answers

1. Can you verify that the access to the core locations is limited to what can safely be transported across a narrow (3‐4 ft wide?) walkway/catwalk?

Answer: The top of the upper guide wall has a minimum clearance of 3.5 feet.

2. Will the USACE be selecting the core locations and assisting with subsurface utility (electrical conduits, etc.)/structural elements (any post tension units or rebar not to be cored) locations?

Answer: USACE personnel will be on‐site to assist the contractor with the coring location and or layout. Please refer to Table 1 listed in the scope of work for the location of cores needed at each site.

3. Are the cores located where special safety measures will be required like personal flotation devices to be warn, or are there adequate railing systems in place?

Answer: All cores taken will be vertical and along the upper guide wall at each site. The hand railing along the wall shall not be removed. Personal flotation devices can be worn but is not be required.

4. Will core segments less than 2 feet in length be acceptable to achieve the total depth of up to 8 feet.

Answer: The main objective of this project is to determine the interior condition of the upper guide wall. Internal cracking maybe present and therefore, it will be acceptable if core segments are less than 2 ft.

5. Will potable water be required for coring and making grout or can water be accessed from the river? ‐ if not, will potable water be available onsite?

Answer: On‐site potable water will be available to mix the non‐shrink grout.

6. Will electrical power be available for drilling/coring devices, and if so what are the estimated distances from power to core locations?

Answer: On‐site power sources located along the upper guide wall are limited. The contractor should account for suppling their own source of power.

Revised Answer: The on-site power sources located along the upper guide wall may be limited and site dependent. If available, per site, the on-site power source along the upper guide wall is currently 480V – 60 AMP. The contractor will be responsible for providing the correct power cable end that is compatible with the USACE power source. The

USACE on-site power source shall not be altered to accommodate the contractor’s power cable. In the event that the on-site power source becomes unavailable, the contractor shall have a secondary power source on-site and available to use.

7. Will there be a provision for additional grouting if a conduit or void is encountered beyond our control?

Answer: A non‐shrink grout shall be used to completely fill the core hole to the top of the wall. The non – shrink may need to be compacted within the hole to completely fill the hole.

8. Is the preferred method of coring to use single tube methods? If double tube is desired, will suitable access for a drill rig be available? I would prefer to use a drill rig and double tube coring as better samples will be obtained, but single tube may be more cost effective is access is an issue.

Answer: Minimum clearances along the upper guide wall may restrict the method of coring to be used. The contractor will be responsible for providing a drill rig if required.

9. The FBO ad leads one to believe there are only 25 cores, actually there are 50 with 10 cores at each location per the Table 1 in Item 13. Is this correct?

Answer: Please refer to Table 1 listed in the scope of work for the number of cores needed at each site.

10. Our Drilling and Field Services Division specializes in coring and difficult access drilling. Generally we are most interested in the access at each of the sites; from the Statement of Work we understand the coring would take place on the upper portion of the Guide Wall, is there any obstructions (handrail, installations, etc) that would need to be moved to access each hole?

Answer: All cores taken will be vertical and along the upper guide wall at each site. Any obstructions such as the hand railing along the wall shall not be removed.

11. Do you by chance have any photos of the site(s) to cored?

Answer: The attached pictures are from the upper guide wall at Lock and Dam No. 5.

Figure 1: Looking downstream at the river ward vertical surface of the upper guide wall at Lock and Dam No. 5.

Figure 2: Looking upstream at the top of the upper guide wall at Lock and Dam No. 5. Note: A minimum clearance between the hand rails of approximately 3.5 ft.

12. Could we use water from each site for coring or would we need to provide our own water? Likewise, are we required to capture drilling water used during coring?

Answer: River water can be used for coring.

13. Shall the entire length of the cores (minus the compressive strength sections) be examined petrographically or just selected sections? If just selected sections, what criteria is to be used to select the sections for examination?

Answer: Once the core is extracted the interior concrete condition can be determined by visual inspection. This may determine the best sections to test for a full petrographic analysis in accordance with ASTM C 856.

The results of the Petrographic Examination in accordance to ASTM C 856 shall include but not limited to the following:

i. Determine, in detail, the interior concrete condition of the structure at each site.

ii. Determine the hardened air content in accordance with ASTM C 457.

iii. Determine inferior quality, distress, or deterioration of concrete in the structure at each site.

iv. Determine whether alkali‐silica or alkali‐carbonate reaction, or cement‐aggregate reaction, or reactions between contaminants and the matrix have taken place, and their effects upon the concrete.

v. Determine whether the concrete has been subjected to and affected by sulfate attack, other chemical attack, early freezing, or to other harmful effects of freezing and thawing.

14 . How much steel reinforcement is in the concrete wall? Size?

Answer: The majority of the steel reinforcement will be located around the openings and check posts for each site that has been overlaid with 4 to 6 inches of new concrete. Typically No. 4 steel reinforcement was used within each overlay. Please refer to the as‐built drawings for more information.

15. Will the cores be located to avoid hitting the steel reinforcement?

Answer: Yes the cores have been located to avoid hitting the steel reinforcement and the abandon conduits.

Please refer to Table 1 listed in the scope of work for the location of cores needed at each site.

16. How long the water level in the core be monitored, after it is filled up with water?

Answer: Once each core is extracted from the wall, the core hole shall be cleaned from debris and completely filled with water to measure the permeability of the interior concrete. The permeability shall be measured in feet / hour and the duration shall be 8 hours.

STATEMENT OF WORK

EVALUATING THE INTERIOR CONCRETE CONDITION OF THE

UPPER GUIDE WALLS AT LOCK AND DAM NO. 4, 5, 5A, 8 & 9.

SCOPE OF WORK

1. GENERAL. This work is to investigate and evaluate the interior concrete condition of the upper guide walls within five hydraulic concrete lock structures along the Mississippi River within the St. Paul District. This will help provide a better understanding of the extent and depth of distressed / damaged concrete vertically below and horizontally landward of the Tow Haulage Rail for a proper and durable repair. The proposed bid shall provide for all labor, equipment, materials, and supplies necessary for this work. To schedule a site visit, contact the United States Army Corps of Engineers – St. Paul District (USACE-MVP) Representative:

USACE-MVP Concrete Materials Engineer:

Jacob L. Fall, P.E.

U.S. Army Corps of Engineers St. Paul District 180 5th Street East St. Paul, MN 55101

651.290.5242 (Office Phone)

2. SITE LOCATIONS.

Lock and Dam No. 4 Lock and Dam No. 5 U. S. Army Corps of Engineers U. S. Army Corps of Engineers

P. O. Box 325 Route 1 Box 396

Alma, WI 54610-4421 Minnesota City, MN 55959-9756

(608) 685-4421 (507) 689-2101

44°19'33.78"N, 91°55'9.50"W 44° 9'35.44"N, 91°48'45.50"W

Lock and Dam No. 5A Lock and Dam No. 8 U. S. Army Corps of Engineers U. S. Army Corps of Engineers

W679 State Hwy 35 4405 Highway 35 (Box 10)

Fountain City, WI 54629-7214 Genoa, WI 54632-0265

(507) 452-2789 (608) 689-2625

44° 5'16.50"N, 91°40'13.78"W 43°34'14.96"N, 91°13'46.43"W

Lock and Dam No. 9 U. S. Army Corps of Engineers RR1 Box 119

Lynxville, WI 54626-8793

(608) 874-4311

43°12'42.43"N, 91° 5'54.43"W

3. SCHEDULE. The target date for commencement of the on-site data collection shall be no later than fifteen calendar days after contract award. The on-site data collection shall be completed no later than 60 days after contract award, and the final report shall be submitted no later than 90 days after contract award. The on-site data collection shall be conducted Monday through Friday and the contractor will be responsible for developing a daily schedule, maximum 12 hours / day. The contractor shall complete each core and clean their work areas from all coring and / or grouting equipment and operations at the end of each day. The contractor shall coordinate the on-site data collection with the USACE-MVP Concrete Materials Engineer, Jake Fall.

4. SUPPLEMENTAL TESTING AND SAMPLING. The contractor shall determine the interior concrete condition of the upper guide wall at each specified site by vertically drilling a total of 46, 4 inch diameter concrete core cylinder in the location and depth as described below in Table 1, Figure 1, and shown on the attached drawings. The cored holes shall not vary from vertical by more than ½-inch for the depth of the hole.

The cores shall be retained and checked to verify the interior concrete condition. Once each core is extracted, they shall be labeled according to

5.

6.

7. ATTACHMENTS

8. Table 1 attached below. Once each core is extracted from the wall, the core hole shall be cleaned from debris and completely filled with water to measure the permeability of the interior concrete. The permeability shall be measured in feet / hour and the duration shall be 8 hours.

9. LABORATORY TESTING PLAN. A testing plan shall be developed to accommodate the following requirements.

1. Each core shall be visually inspected, photographed and the physical conditioned documented.

2. A full petrographic analysis in accordance with ASTM C 856 and ASTM C 457 shall be conducted on two

(2) cores, one upstream and one downstream, from the upper guide wall at each Lock site. (10 Total)

3. A minimum of three (3) samples (can be from specific portions of the extracted cores) from each Lock site shall be tested for compressive strength in accordance to ASTM C 39. (15 Total)

10. REPORT. After completion of the field coring and laboratory testing, a final report shall be submitted to the USACE-MVP Concrete Materials Engineer.

A. The final report shall include, but is not limited to the following:

1. For each site a summary of field data collection including: photographs, location, depth, condition of each cylinder, and the permeability of each core hole.

2. The results of the Petrographic Examination in accordance to ASTM C 856 shall include but not limited to the following:

i. Determine, in detail, the interior concrete condition of the structure at each site.

ii. Determine the hardened air content in accordance with ASTM C 457.

iii. Determine inferior quality, distress, or deterioration of concrete in the structure at each site.

iv. Determine whether alkali-silica or alkali-carbonate reaction, or cement-aggregate reaction, or reactions between contaminants and the matrix have taken place, and their effects upon the concrete.

v. Determine whether the concrete has been subjected to and affected by sulfate attack, other chemical attack, early freezing, or to other harmful effects of freezing and thawing.

3. The results of the compression strength in accordance to ASTM C 39.

4. The field data and laboratory testing results shall be organized within the report per site.

11. LOCATION AND ACCESS. The exact testing locations will be determined prior to completing the work and the government will provide access for all work and testing locations. On-site power sources located along the upper guide wall may be limited and site dependent. If available, per site, the on-site power source along the upper guide wall is currently 480V – 60 AMP. The USACE on-site power source shall not be altered to accommodate the contractor’s power cable. The contractor will be responsible for providing the correct power cable end that is compatible with the USACE power source. In the event that the on-site power source becomes unavailable, the contractor shall have a secondary power source on-site and readily available to use.

12. SAFETY. All work shall be in conformance with the latest version of the Corps of Engineers Safety and

Health Requirements Manual EM 385-1-1. The contractor shall provide all personal protective equipment (PPE) including but not limited to personal floatation devices when working from a floating platform.

13. MEASUREMENT AND PAYMENT. Payment shall constitute full compensation for furnishing all labor, materials, equipment, and incidentals required and performing all work in a satisfactory manner and in accordance with the requirements described herein.

14. SITE RESTORATION AND CLEANUP. Prior to departing each site, the contractor shall fill each core hole with a non-shrink grout conforming to ASTM C 1107, and all surface areas damaged by the Contractor’s operations shall be restored. After the project completion, the contractor shall properly dispose of each concrete core sample and any other project related debris in accordance with all Federal, state, and local laws, ordinances, and regulations.

All invoices shall be sent to: A copy of all invoices shall be sent to:

USACE Finance Center Fountain City Service Base

St Paul District (B6) Attn: Tammy Kime

5722 Integrity Drive PO Box 397

Millington, TN 38054-5005 431 North Shore Drive

Fountain City, WI 54629-0397

15. ATTACHMENTS

Table 1: Coring Depth and Location Guide Table

Site Stationing along the Upper Guide Wall

Distance from the Upper Guide Wall Riverward Vertical Face (in) Minimum

Depth (ft) Location A Location B

Lock and Dam No. 4 530.0A 20 26 7

660.0A 20 26 7

800.0A 20 26 7

930.0A 20 26 7

1060.0A 20 26 7

Lock and Dam No. 5 175.0A 24 30 8

310.0A 24 30 8

440.0A 24 30 8

570.0A 24 30 8

700.0A 24 30 8

Lock and Dam No. 5A 175.0A 24 30 7.75

310.0A 24 30 7.75

440.0A 24 30 7.75

570.0A 24 30 7.75

700.0A 24 30 7.75

Lock and Dam No. 8 190.0A 24 34 7

310.0A 24 34 7

440.0A 24 34 7

570.0A 24 34 7

Lock and Dam No. 9 190.0A 24 34 7

310.0A 24 34 7

440.0A 24 34 7

570.0A 24 34 7

Figure 1 (attached) is a cross section sketch of the upper guide wall at Lock and Dam No. 9. The core locations

A and B, and minimum depth have been labeled. Please note the core locations and depth are site dependent and the contractor shall review table 1 (above) for the remaining sites.

(End of Summary of Changes)