Amendment 0005_12May2020.pdf

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

This amendment is changing the specif ication package due to contractor questions, all answ ered contractor questions are included in the amendment specs. Please see updated changes to the specs package below .

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY 12-May-2020

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 W912P420B0006

X 9B. DATED (SEE ITEM 11)

02-Apr-2020

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 1 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

12-May-2020

CODE

U.S. ARMY ENGINEER DISTRICT, BUFFALO

1776 NIAGARA STREET

BUFFALO NY 14207-3199

W912P4 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P420B0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

(End of Summary of Changes)

AMENDMENT NO. 5

W912P420B0006

BUFFALO, NEW YORK

LASALLE PARK

SECTION 103 STORM RISK MANAGEMENT

BIDDER QUESTIONS WITH GOVERNMENT REPLIES,

UPDATED PLANS, SPECIFICATIONS, AND ATTACHMENTS:

1. Sheet S-304

2. Sheet S-501

3. Section 01 35 13 SPECIAL PROJECT PROCEDURES

4. Section 31 62 23.13 CAST-IN-PLACE CONCRETE FILLED STEEL PIPE PILES, STEEL CASING

5. Section 31 63 29, DRILLING AND EXCAVATION FOR CONCRETE-FILLED

STEEL PIPE PILE

07 MAY 2020

1. “Excavation by Others” as shown throughout the plans, specifically on S‐302 B1 Typical Cross Sections. I do not understand the intent here. Is there another contract that will remove this material?

The contractor for this project is cutoff from access to the lakeside by doing this ahead of time, the bracing would need to be installed prior to excavation, the path would be removed during the excavation. Please provide guidance…

Response:

Yes, the City of Buffalo will execute a contract to remove this material. See Specification section 01 35 13:

“1.3.1 Coordination With City Of Buffalo Coordinate the excavation and removal of material associated with the 'Bracing for Excavation (Reach 1)' line item, with the City of Buffalo.

This includes coordinating the sequencing and execution of this work, to include the Bracing Plan required in section 31 23 00 REMOVALS, GEOTEXTILE, STRUCTURAL FILL, AND PATHWAY REPLACEMENT.’’

See also specification section 31 23 00, para. 3.1:

‘‘3.1 INSTALLATION OF BRACING FOR EXCAVATION BY OTHERS

Submit a Bracing Plan, certified by a licensed engineer, with all calculations and materials to be used, to clearly indicate how the bracing will be installed and function. Design bracing for limits of excavation that Contractor requires in order to perform all work shown on the contract drawings. Within the bracing plan, clearly define excavation limits. If bracing will be performed in stages, within the plan, clearly indicate the stations where bracing will be installed and the time period the bracing will be in place. Perform bracing so that excavation can be performed using typical methods. (e.g. excavator or backhoe). Perform bracing work in accordance with the Bracing Plan and in coordination with the City of Buffalo or its contractor performing the excavation. Complete the installation of the bracing by 01 December 2020.’’

2. Typical Cross Section B1 on Sheet S‐303 shows a +/‐ 3” gap (Note 2 does say that the +/‐ or vary is 3”) between the existing concrete and the 2’ diameter steel pile. That is the only information given for an alignment of piles. Is that the intent for pile layout? Also a 3” gap does not allow much, if any room, to install a temporary casing to install the piles, especially with the diameter of the hole in the rock being 28”. Can the “gap” be increased to 9” +/‐ 3” allow room for constructability?

Response:

The extent of the deviation from 3” is explained in note 2 on S‐303:

“MAKE HORIZONTAL ALIGNMENT OF STRUCTURE BASED

ON LOCATING PILES 3" FROM FACE OF EXISTING

CONCRETE. THIS MAY VARY BY UP TO 3" AS NECESSARY

TO MAINTAIN A STRAIGHT ALIGNMENT OVER 45.5' LINEAR

FEET OF THE STRUCTURE.”

3. Elevation View Pile Installation Details A2 on Sheet S‐505. I do not understand “fill the annular space between outside of pipe pile and casing with concrete” in the sediment area above the rock, why is this necessary? Is the intent to have a permanent casing in the sediment area above the rock?

Response: The Government has deemed that filling the annular space between outside of pipe pile and casing with concrete necessary to the design of the project. Detail A2 on sheet S‐505 requires that the contractor ‘fill the annular space between outside of pipe pile and casing with concrete’, another note states “STOP ANNULAR CONCRETE PLACEMENT AT TOP OF EXISTING GRADE”

4. I represent Meever USA and Steel Piling USA a Joint Venture steel cold former in Erie, Michigan. The company has read subject specifiacation and have questions on Part 2, Products, 2.1 Metal Sheet Piling, brand c.

Article b. calls for hot‐rolled steel sections conforming to ASTM A572/A572M with a minimum yield of

50 ksi. Type PZ‐22. We are able to conform to these and dimensional requirements starting with hot rolled A572 coil and producing a sheet with added strength gain through cold forming.

Article c. mentions meeting or exceeding joint strength in tension. We are not aware of any requirement for this joint strength requirement for Z shaped sheets that are manufactured to resist bending. It is noted also that these sheets are bolted to the existing concrete monolith at regular intervals of one anchor bolt per sheet so we wonder how interlock tension would develop in this application. What if any is the required joint strength required on this project?

Our operation and parent companies collectively employ less than 500 people and are currently pursuing Small Business status.

Can we have your approval to offer a proposal to bidders for cold formed sheet piling on this project?

Response: No. Only hot‐rolled steel sections are permitted per Section 31 41 16 2.1 b.:

“Provide Metal sheet piling that is hot-rolled steel sections conforming to ASTM A572/A572M, minimum yield strength of 50 ksi, Type

PZ-22.”

5. I represent Meever USA and Steel Piling USA a Joint Venture steel cold former in Erie, Michigan. The company has reviewed the plans read subject specification and have questions on Drawing S‐303 and

Specification Part 2, Products, 2.1.1 Steel Pipe Piles.

We are confused on the requirement on S‐303 for 24” x 0.625” ERW NPS A‐252 Modified Grade 60 while the specification calls for just A‐252 in A572/A572M Grade 60. Also, Products, 2.1.4 Casing that calls for

EWR Straight seam pipe, A‐252 grade 3 (Mod) 50 ksi.

Since the drill casing pipe (2.1.4) will be subject to driving and torqueing stresses during installation that could be extreme I suggest that this should be the thickest pipe available and furnished in 60 or 65 ksi steel and suitably reinforced on the tip, butt and joints.

Pipe pile (2.1.4) on the other hand is placed in a completed cased holed and not subject to installation abuse like the casing. It is suggested Spiral weld Pipe conforming to ASTM A‐252, 0.500 “wall, in grade

A572/A572M grade 50 or 60 will do the job. Spiralweld pipe can be ordered in any length rather than 40 and 60 lengths for ERW pipe. Spiralweld pipe is also not subject to long lead times associated with ERW that is used primarily on pipeline projects.

Our operation and parent companies collectively employ less than 500 people and are currently pursuing Small Business status.

Can we have your approval to offer a proposal to bidders for Spiralweld Pipe on this project?

Response:

No. Only ERW pipe is permitted per the plans sheet S‐303 and the specifications as follows:

Section 31 62 23.13 para. 2.1.1 requires:

“2.1.1 Steel Pipe Piles Furnish steel pipe piles, conforming to ASTM A252, using steel conforming to ASTM A572/A572M grade 60. Minimum nominal diameter to be as indicated on the drawings.’’

Paragraph 2.1.4 requires

‘‘2.1.4 Casings Temporary casing steel is to be EWR straight seam pipe pile ASTM A252, Grade 3 (MOD) 50 ksi. Provide product data for Drill Pile Casings. Provide casing drilling equipment with minimum torque capacity and downward force capacity suitable for the pipe pile to be seated onto the bedrock.’’

6. A follow up to my wage determination question….the wage determination schedule provided has no wage rates for laborers, carpenters, on land operators or teamsters. All of these types of work/labor classifications are included in this work. Can you provide or please advise how to figure wage rates for this project?

Response: This work is considered marine work and appropriate wage determination is attached.

7. I have not been able to find a wall thickness for the 24” steel piles.

Response: 24” piles have a wall thickness of 0.625” per Detail B4 on S‐303

8. Is it the intent to have grout in the annular space between the pin and the bore hole for the sheet pile or do we set the pin and then grout the tube?

Response: Drawing S‐505 detail A1 requires that the Contractor “INSTALL TOE PIN, SOUND TOP OF PIN TO

ENSURE PIN IS IN CORRECT POSITION BEFORE GROUTING”

9. It was stated in the webex call that the excavation for by the City of Buffalo Contractor had to be completed this year, is this the intent? It could mean the entire length of the bracing has to be installed this year instead of staging. Can excavation be performed in stages over possibly 2 construction seasons?

Response: Coordinate all bracing work with the City of Buffalo per Specification section 01 35 13:

“1.3.1 Coordination With City Of Buffalo Coordinate the excavation and removal of material associated with the 'Bracing for Excavation (Reach 1)' line item, with the City of Buffalo.

This includes coordinating the sequencing and execution of this work, to include the Bracing Plan required in section 31 23 00 REMOVALS, GEOTEXTILE, STRUCTURAL FILL, AND PATHWAY REPLACEMENT.’’

Installation of bracing must be completed by 01 December 2020, see also specification section 31 23 00, para. 3.1:

‘‘3.1 INSTALLATION OF BRACING FOR EXCAVATION BY OTHERS

Submit a Bracing Plan, certified by a licensed engineer, with all calculations and materials to be used, to clearly indicate how the bracing will be installed and function. Design bracing for limits of excavation that Contractor requires in order to perform all work shown on the contract drawings. Within the bracing plan, clearly define excavation limits. If bracing will be performed in stages, within the plan, clearly indicate the stations where bracing will be installed and the time period the bracing will be in place. Perform bracing so that excavation can be performed using typical methods. (e.g. excavator or backhoe). Perform bracing work in accordance with the Bracing Plan and in coordination with the City of Buffalo or its contractor performing the excavation. Complete the installation of the bracing by 01 December 2020.’’

10. The Pile Rebar Details on S‐502 and S‐504, the detail/intent is unclear. It shows a #6, #8 and #9 rebar but one cross section only shows #9 bar and the other cross section does not label the bar sizes. Please advise.

Response: Reference S‐303 for the locations where these sections are taken. Detail B4 on S‐504 #9 typical note refers to the pile reinforcing only, S‐502 Detail C1 has all bar sizes for the retaining wall, beam and slab.

11. Section 31 63 29, para 1.4.1.1 – Subsurface data is included, is there a location map where data was collected, starting elevations of the soil borings?

Response: See amendment 5.

12. Sheet S‐304 Note 2, please provide the reference drawings as noted.

Response: Per amendment 5, note amended to remove reference to drawings.

13. Sheet S‐306, Detail C1 calls out 3.5” Diameter Threaded Pipe & Sheet S‐501 Detail A4 call out 3” Diameter pipe please clarify required diameter.

Response: 3.5” Diameter pipe is required per detail C1 on sheet S‐306. See amendment 5 for update.

14. Please provide the load restriction on the exisiting timber pile structures in Reach 1 and Reach 2.

Along any 20’ length of the wall, do not exceed the following total loads:

Response: The following sentences are included per amendment 5 to specs section 01 35 13:

“Reach 1 has all the weight limitations of Reach 2(see below), with this additional limitation: limit total load within 20 feet of wall to 2 kips per linear foot parallel to wall.

Reach 2 has a weight limit of 18 kips within 5 feet of the wall (Zone A), 36 kips between 5‐10 feet of the wall (Zone B), no weight limit outside 10 feet from the wall (Zone C). These load limits are exclusionary, such that the sum of load A within 5 feet of the wall divided by the weight limit and the load B divided by the weight limit between 5 and 10 feet must not exceed 1.

A/18+B/36<1

Where A and B are the total load in any 20‐foot length of the wall in kips.

Weight limit zones for Reach 1 and Reach 2.”

15. Section 31 23 00, para 3.1 – Installation of Bracing for Excavation by Others, Section requires completion of bracing by 1 December 2020. Is contractor responsible to maintain excavation through the winter months that are performed by others?

No.

16. Water Level on day of Pre‐Bid Webex was 575.1, it was stated during the webex that the excavation could be completed in the wet and the concrete placed in the wet via tremie, this would mean steel piles would be cut off blind, forms installed, rebar placed, etc. all by divers in 4’ of water based on current plans. Can the back retain wall and pile elevation be raised to match front grade beam and pile elevation?

Response: No, make all structures to the elevations required as shown on the contract drawings.

17. If dewatering is not feasible because the existing conditions are not sound can all construction be completed in the wet?

Response: Tremie concrete may be used per specs section 31 62 23.13 para. 3.1.1 “d. Place concrete in a continuous operation and without segregation into dry excavations whenever possible after inspection and written approval by the Contracting Officer. Use all practicable means to obtain a dry excavation before and during concrete placement. Use tremie concrete placement methods when a dry excavation cannot be achieved. The tremie, when used, must be watertight and sufficiently large to permit a free flow of concrete. Keep the discharge end of the pump line or tremie shaft continuously submerged in the concrete. Keep the tremie shaft full of concrete to a point well above the water surface. Proceed with placement without interruption until the concrete has been brought to the required height.’’

See also specs section 03 30 53 para. 3.3.6: ‘‘Use tremie concrete and grout placement methods where concrete or grout is to be placed underwater. The tremie, when used, must be watertight and sufficiently large to permit a free flow of concrete/grout. Keep the discharge end of the pump line or tremie shaft continuously submerged in the concrete/grout. Keep the tremie shaft full of concrete/grout to a point well above the water surface. Proceed with placement without interruption until the concrete/grout has been brought to the required height. Concrete/grout is not to be vibrated underwater.’’

18. Please clarify which detail is required, SHT S‐503 Detail A3 or L310 Detail 4 at the cold joint identified.

Response: Detail 4 on L310 is required

19. Option B; Option Concrete Path – is this an all‐inclusive item to include excavation, subbase, compaction and concrete or this intended for just the concrete?

Response: It is all inclusive per specs section 1.3.9.1 Payment ‘‘Payment will be made for the items listed below, as stated in paragraph UNIT PRICE PAYMENT ITEMS, and for costs associated with providing all material required in sections 03 30 53 MISCELLANEOUS CAST-IN-PLACE

CONCRETE, 03 30 54 OPTION "B" - OPTIONAL CONCRETE PATH, 31 23 00 REMOVALS,

GEOTEXTILE, STRUCTURAL FILL, AND PATHWAY REPLACEMENT, and for providing all materials, mixing the concrete, and placing the concrete as shown. No payment will be made for any excess materials or concrete not properly used.

20. Please provide the required spacing of the #9 Bars in Detail B4 on SHT S‐504.

Response: For pile reinforcing refer to D4 on sheet S‐502, for concrete slab reinforcing refer to detail C1

S‐502 (12” OC)

21. Detail B4, SHT S‐504 will required pipe piles and L‐Retaining wall to be placed monolithic between pipe piles, in the wet, what is the min./max construction joint spacing in the retaining wall?

Response: Place joints as indicated on S‐101 and S‐102.

22. Is there a construction joint detail for the L retaining wall?

Response: See detail B5 S‐502

23. Is there an expansion joint detail for the L retaining wall?

Response: See detail A5 S‐502

24. Detail C4, SHT S‐503 – Please clarify holes as need for the #6 reinforcement through the existing PMA‐22 SSP, this will be in +/‐ 5’ of water, can SSP wall cut off below this elevation?

Response: No, contractor is required to protect existing structures in accordance with FAR clause 52.236‐7 Permits and Responsibilities and 52.236‐9 Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements

25. Detail B1, SHT S303 – requires NYSDOT Structural Fill, please clarify how compaction should be obtained under water (100% moisture content)? Per Specification Section 31 23 00, para 3.4 – 6” lifts to 90% compaction.

Response: Per Specification Section 31 23 00, para 3.4 – “Place Select Structural Fill as shown. Compact in 6" lifts to 90% proctor.’’

26. Detail B1, SHT S‐503 – Geotextile wrapped structural fill, please clarify what is to wrapped, does this include existing PMA‐22 SSP, Pipe Piles, New L Retaining Wall?

Response: The structural fill needs to be wrapped with the geotextile, per drawing S‐303, Detail B1.

27. Can this bid date be delayed until May 13th or later due to Covid 19 issues contractors and suppliers are having based on getting quotes.

Response: Bid due was extended to 20 May 2020.

28. What is the anticipated surcharge load behind the bracing from the excavated by others equipment?

Response: Coordinate with the city of buffalo per Specification section 01 35 13:

“1.3.1 Coordination With City Of Buffalo Coordinate the excavation and removal of material associated with the 'Bracing for Excavation (Reach 1)' line item, with the City of Buffalo.

This includes coordinating the sequencing and execution of this work, to include the Bracing Plan required in section 31 23 00 REMOVALS, GEOTEXTILE, STRUCTURAL FILL, AND PATHWAY REPLACEMENT.’’

See also specification section 31 23 00, para. 3.1 which requires allowance for the excavation to be performed by ‘typical methods’:

‘‘3.1 INSTALLATION OF BRACING FOR EXCAVATION BY OTHERS

Submit a Bracing Plan, certified by a licensed engineer, with all calculations and materials to be used, to clearly indicate how the bracing will be installed and function. Design bracing for limits of excavation that Contractor requires in order to perform all work shown on the contract drawings. Within the bracing plan, clearly define excavation limits. If bracing will be performed in stages, within the plan, clearly indicate the stations where bracing will be installed and the time period the bracing will be in place. Perform bracing so that excavation can be performed using typical methods. (e.g. excavator or backhoe). Perform bracing work in accordance with the Bracing Plan and in coordination with the City of Buffalo or its contractor performing the excavation. Complete the installation of the bracing by 01 December 2020.’’

29. Specs call out the bracing to be installed in stages (31 23 00 paragraph 3.1) and same paragraph says to install all bracing by December 1, 2020. Do all the stages need to be done by December 1, 2020?

Response: Yes. See specs section 3.1 “Complete the installation of the bracing by 01 December 2020.”

30. Are there any utilities or known obstructions within the bracing limits? Who is responsible for them if they are encountered?

Response: See plan C‐104 through C‐105 for known utilities. Contractor is required to protect existing structures in accordance with FAR clause 52.236‐7 Permits and Responsibilities and 52.236‐9 Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements

31. Can you please provide some detail/explanation for the Concrete Surface Repairs in Reach 2? Is it a horizontal application, is it a vertical location above the water line, is it a vertical application below the water line, what is the average depth of repair, is rebar required in the repair, etc….

Response: S‐305 and S‐306 show extent of concrete surface repair. #4 rebar at 10” OC EW required per detail A3 on S‐503

32. There is an overhead electric line running parallel with the work at varying offsets. It appears that this line will interfere with the equipment used to install the pipe and sheet piles. Is it supposed to be relocated prior to work starting?

Response: Yes. See spec section SECTION 01 35 13 1.3.4 b.

33. Can you please proved a typical section for the asphalt path? The only detail I can see is for an overlay not a reconstruction.

Response: reconstruction not required for this contract per C‐105 overlay is required, C‐106 requires new concrete sidewalk see also specifications SECTION 31 23 00 3.2 d.

34. Section 31 63 29 1.4.1.1 Please provide the location and surface elevations for the subsurface data attached after Section 31 63

Response: See Amendment 5

35. Section 31 62 23 Paragraph 2.1.4 states temporary casing steel is to be ERW straight seam pipe pile ASTM A252, Grade 3 (MOD} 50 ksi. If the temporary steel casings are not drilled in, will the temporary casing utilized by the contractor be subject to meeting this specification requirement?

The temporary casings utilized will be of sufficient strength and wall thickness to adequately resist deformation from handling, installation, removal and soil stresses as required in Section 31 63 29

3.2.2 C.

Response: Temporary casings must meet requirements of Section 31 62 23 Paragraph 2.1.4

36. Section 31 62 23 Paragraph 2.1.5 states provide 3000 psi grout as shown on the drawings.

Sheet SS0S‐Detail A2 states "If grout of same strength is used may reduce dimension (annular space) to .5"" however Section 31 62 23 Paragraph 2.1.2 Concrete specifies the minimum compressive strength to be 5000 psi. Is the grout to be 5000 psi if it is used to fill the pipe pile and annular space?

Response: Yes. Per 31 62 23 2.1.2 the concrete strength is 5000 psi and note requires using grout of same strength as the concrete.

37. Sheet SS0S‐Detail A2 indicates the annular space between rock and pile to be filled with concrete. The detail also indicates the annular space between pile and casing above rock is to be filled with concrete. Section 31 62 23 Paragraph 3.1.1 states grout is to be placed between the pipe pile and surrounding soil, above rock, as the temporary casing is removed. Which material is required to be placed in the annular space between the pipe pile and the temporary casing, concrete or grout?

Response: Concrete. See amendment 5.

38. Section 31 62 23 Paragraph 3.1 c. and Section 31 63 29 Paragraph 3.2.2 e. states that water (loose or soft material, drill fluid) is to be removed from excavated shaft prior to concrete placement. NQ cores of bedrock taken in borings #DC-18-3L, DC-18-3LA, DC-18-4L, DC-18-5L, DC 18-3W, DC-18-4W and DC-18-5W each describe occasional fractures in the bedrock samples obtained. The possibility exists that the excavation may not be able to be dewatered prior to concrete placement as water may flow through the fractures in the bedrock. Please confirm per Section 3i 62 23 Paragraph

3.1.1.1 (underwater) tremie concrete placement method will be allowed to place concrete backfill material in pipe pile and surrounding annular space.

Response: Tremie concrete may be used per specs section 31 62 23.13 para. 3.1.1

39.Is there a load limit on the existing timber pile supported concrete structure? If so, please provide.

Response: See above response to question 14 about weight limits

40. Please provide a boring location plan and a surface elevation for the borings provided in the spec book Response: See amendment 5

41. Please advise if there is a weight/surcharge/equipment restriction on the existing wall for both reach’s.

Response: See above response to question 14 about weight limits

42. Regarding the Bracing for Excavation (shoring) to be installed from Sta 3+37 to Sta 8+88 (551 LF).

How much of this needs to be in place at one time?

Response: Per section 31 23 00, para. 3.1

‘‘Complete the installation of the bracing by 01 December 2020.’’

43. The solicitation documents reference FAR clause 52.228‐5 Insurance Work on Government Installation however no specified insurance is mentioned in the solicitation documents. Please provide clarity.

Response: Contractor needs to maintain insurance in accordance with FAR 52.228‐5.

44. Will USACE Buffalo district be conducting a CQM course this year to qualify personnel in the USACE Qa/Qc course?

Response: The CQM Course requirements are suspended until a suitable format that conforms to CDC guidelines on social distancing is developed. Once this occurs the contractor will be expected to take and complete the course in a timely manner. There is currently no timetable on when that format will be developed.

45. As per the plans and specifications, it references excavation work to be done by others, can we please have more information pertaining to the scope and timeline of when this excavation will be coordinated? Are there any plans specifications or drawings available for this work?

Response: Refer to sheets C‐105 and C‐106 for lateral extent of braced excavation by others. See S‐302 for typical cross section.

Per specification section 01 35 13 Coordinate with the City of Buffalo for additional information.

“1.3.1 Coordination With City Of Buffalo Coordinate the excavation and removal of material associated with the 'Bracing for Excavation (Reach 1)' line item, with the City of Buffalo.

This includes coordinating the sequencing and execution of this work, to include the Bracing Plan required in section 31 23 00 REMOVALS, GEOTEXTILE, STRUCTURAL FILL, AND PATHWAY REPLACEMENT. The point of contact is listed below.’’

46. In light of the Covid Epidemic, will there be protections under the far clause 52.249‐14 Excusable delays? There still remains a lot of uncertainty on the duration of the restrictions for this epidemic as well as how any further actions may impact our abilities to get steel and other essential materials for this project. Please provide guidance and clarity on reasonable actions we should take to properly compose our pricing.

Response: See FAR 52.249‐10(b)(1) subsections vi and vii, which identify "epidemics” and “quarantine restrictions" as potential bases for excusable delay.

47. Reference detail 1/L300 and spec section 32 31 19 section 1.9.

Spec section says:

1.9 STRUCTURAL REQUIREMENTS

a. Meet the State of New York Building Code, latest edition, for all structural requirements. Where conflicts occur between this Specification and the code, the stricter requirement applies.

b. Withstand a 200 lb. concentrated load, applied in any direction at any point, and a non‐concurrent 50 lbs. per linear foot uniform load, applied downward or horizontally at the top, without rotating or overstressing assemblies or their anchorage.

Part ‘b’ is a typical loading for handrails, but part ‘a’ states that this can be superseded. Given the close proximity of vehicle and bicycle traffic in some areas:

1) Does railing need to be designed for vehicular impact loading? If so, what are the loading parameters?

Response: Meet all requirement of specs section 32 31 19, section 1.9, ‘‘1.9 STRUCTURAL

REQUIREMENTS

a. Meet the State of New York Building Code, latest edition, for all structural requirements. Where conflicts occur between this Specification and the code, the stricter requirement applies.’’

48. Does the railing need to be 54” tall to meet code for bicycle traffic?

Response: See amendment 2, drawing L300 Detail 1 for railing height.

49. Contract drawings C-105 , S-302 and others reference excavation work within this construction zone to be done by others.

Is work scope available for the work to be done by others and is there an anticipated schedule?

Response: No SOW is currently available, Plan sheets C‐105 and S‐302 show the general extent of excavation. Coordinate with city of buffalo Per specification section 01 35 13.

“1.3.1 Coordination With City Of Buffalo Coordinate the excavation and removal of material associated with the 'Bracing for Excavation (Reach 1)' line item, with the City of Buffalo.

This includes coordinating the sequencing and execution of this work, to include the Bracing Plan required in section 31 23 00 REMOVALS, GEOTEXTILE, STRUCTURAL FILL, AND PATHWAY REPLACEMENT. The point of contact is listed below.’’

50. The solicitation documents reference FAR clause 52.228‐5 Insurance Work on Government

Installation. No specific schedules or requirements appear to be located within the solicitation documents. Please indicate if located in the solicitation documents where the project specific insurance requirements can be found

RESPONSE: The contractor must have insurance as stated 52.228‐5, the Government will not mandate the insurance minimum or maximum amounts.

The following items have updated/changed:

A. Plans:

1. Sheet S-304 - updated the notes.

2. Sheet S-501 - updated Detail A4.

B. Specifications

1. Section 01 35 13, SPECIAL PROJECT PROCEDURES: Added a new subparagraph at the end of paragraph 1.3. It contains weight limit information. A new attachment associated with the paragraph is attached ('Reach 1 & 2 Zone Designations'). The new paragraph is below and the attachment follows the description of this amendment.

1.3.13 Weight Limitations

a. See attachment 'Weight limit zones for Reach 1 and Reach 2’, following this section.

b. Reach 1 has all the weight limitations of Reach 2(see below), with this additional limitation:

limit total load within 20 feet of wall to 2 kips per linear foot parallel to wall.

c. Reach 2 has a weight limit of 18 kips within 5 feet of the wall (Zone A), 36 kips between 5-10 feet of the wall (Zone B), no weight limit outside 10 feet from the wall (Zone C). These load limits are exclusionary, such that the sum of load A within 5 feet of the wall divided by the weight limit and the load B divided by the weight limit between 5 and 10 feet must not exceed 1.

d. Formula: A/18+B/36<1

(1) Where A and B are the total load on any 20-foot length of the wall in kips.

2. 31 62 23.13 CAST-IN-PLACE CONCRETE FILLED STEEL PIPE PILES, STEEL CASING: Paragraph 3.1.1, the following sentences have been changed to the following, replacing the word ‘grout’ with the word ‘concrete’.

“After pipe pile installation is complete and concrete fill has cured deposit concrete to fill the void between the pipe piles and surrounding soil, above rock, as the temporary casings are removed. Do not place concrete within temporary casings above existing soil elevations.

Ensure concrete is deposited in each casing in a continuous operation by means of a funnel or hopper.”

3. Section 31 63 29, DRILLING AND EXCAVATION FOR CONCRETE-FILLED STEEL PIPE PILE: The original attachment ‘Subsurface Data’, has been replaced. The new attachment is in the following pages.

D ig ita lly s ig ne d by

KU

FE

L.

TO

D D

.C .1

D at e:

0.

.0

:5

1:

-0 4' ig ita lly s ig ne d by

KU

FE

L.

TO

D D

.C .1

D at e:

0.

.0

:5

1:

-0 4'

MAKE ALL MEASUREMENTS

FROM LANDWARD EDGE

OF CONCRETE MONOLITH ZONE A

5'-0"

REACH 1

20'-0": LIMIT LOAD TO 2 KIPS/FT

ZONE B

5'-0"

ZONE C

GREATER THAN 10' FRO THE WALL

CONCRETE MONLITH ----1-...,.,...,.......l---L.r--x+-----___..:....-------------------- . Ii •..

6 · ' , 6 '6 •

6 · ' , 6 •4 -

A

A 6 · ' , 6 ·6 ·

NOT TO SCALE

., · ·.• · · ,q , . � •:,

• '9 '

MAKE ALL MEASUREMENTS -

FROM

OF CON

LANDWARD EDGE

CRETE MONOLITH

CONCRETE M ONLITH , .

· , 6 • 6 ·

A • . ', , ti

' , 6 '6 •

· , 6 '6 •

A

• . ·. . A • ..

' , 6 '6 • . 6 ·

//////, 1/////////////, REACH 2

ZONE A ZONEB ZONE C

5'-0" 5'-0" GREATER THAN 10' FROM THE WALL

I I

/ �::t\--; ' - � / �...x-� -\-t�\ ( � x-�

/ � x� )

"h,,,,,,/////////////

·/ ,\\VIA\\ V /.,\ \ V 'A\\\'/ 'J\ \ \ V /A\\ 'v. ,\ \ V /J\ \ \ \' I' J\ \ \ V / ,\" ,\ \ \)'/)\ \\ \

NOT TO SCALE

Figure 1 – Plan of Subsurface Explorations

Figure 2 – Pile Supported Section Station 34+10 to Station 39+50

LaSalle Park – Section 103 Buffalo, New York

ATTACHMENT NO. 1

(Field Boring Logs)

575.6

574.1

571.1

569.1

566.1

564.6

Sample #3 = possible cobble

Free Standing Water recorded at 4.8' at Boring Completion

1' to 2': Brown to Dark Brown Silty CLAY, tr.sand, tr.cinders (moist, FILL) 2' to 3.5': Brown f-c SAND, little f-c Gravel, tr.silt (moist, FILL) 3.5' to 6.5': Contains little Silt, tr.slag (moist-wet)

6.5' to 8.5': Gray f-c GRAVEL, tr.sand (wet, FILL)

8.5' to 11.5': Contains little f-c Slag, tr.silt

11.5' to 13': Brown f-c SAND, tr.silt, tr.organics (wet, SW, possible Fill)

2.0

3.5

6.5

8.5

11.5

13.0

SHEET

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

D-18-1L

5/23/18

DISTURBED

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

LRB

VERTICAL

1. PROJECT

UNDISTURBED

IGLD

N/A

2. HOLE NUMBER

CME-45

STEPHEN J. BOCHENEK Geologist

2" O.D. SPLIT SPOON

INSTALLATION

LASALLE PARK

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

5/23/18

VERTICAL

DAN DELUDE

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

5 0

INCLINED

SJB SERVICES, INC.

4. NAME OF DRILLER

5. DIRECTION OF BORING

577.6

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

WGS84

0.0

13.0

SHEET 1 of 1

F in es

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

LE

G

E N

D

RECNf

LL P

I

0.0

2.5

5.0

7.5

10.0

12.5

Laboratory

Boring Designation D-18-1L

SEP 05

Boring Designation D-18-1LSPK FORM 1836-A

S an d

G ra ve l

S am p N o.

DEPTH

B lo w s/

0.

ft

A C

E

6-

A

D R

IL

LI

N G

L O

G

L A

S A

LL

E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

8_

_1

7.

G

D T

/6

/1 sdomroes Typewritten Text 42.896310, -78.901684 sdomroes Typewritten Text

UNKNOWN

sdomroes Typewritten Text 4.8

573.9

571.9

569.9

Boring offset approx. 20' to the North

Sample #3 = poor recovery

Free Standing Water recorded at 4.9' at Boring Completion

1' to 4': Brown to Dark Brown Silty CLAY, little f-c Sand, tr.gravel, tr.cinders (moist, FILL)

4' to 6': Contains little Coal

6' to 8': Brown Silty CLAY, little f-c Sand, tr.organics (moist, FILL)

4.0

6.0

8.0

SHEET

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

D-18-2L

5/23/18

DISTURBED

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

LRB

VERTICAL

1. PROJECT

UNDISTURBED

IGLD

N/A

2. HOLE NUMBER

CME-45

STEPHEN J. BOCHENEK Geologist

2" O.D. SPLIT SPOON

INSTALLATION

LASALLE PARK

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

5/23/18

VERTICAL

DAN DELUDE

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

3 0

INCLINED

SJB SERVICES, INC.

4. NAME OF DRILLER

5. DIRECTION OF BORING

577.9

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

WGS84

0.0

8.0

SHEET 1 of 1

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

0.0

2.5

5.0

7.5

Laboratory

Boring Designation D-18-2L

SEP 05

Boring Designation D-18-2LSPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

T

/6

/1 sdomroes Typewritten Text

UNKNOWN

sdomroes Typewritten Text 4.9 sdomroes

42.895600, -78.901265

573.8

570.8

567.8

564.8

561.8

558.8

555.8

554.8 554.3

552.3

547.8

545.8

Boring off set approx. 46' to the North-NorthEast

Sample #4: poor sample recovery

Sample #6: poor sample recovery

Free Standing Water recorded at 6.8' at Boring Completion

Sample #9: no sample recovery

Driller noted auger refusal at 25.5'

RUN #1 = 25.5' - 29.5'

REC = 87%, RQD = 31%

RUN #2 = 29.5' - 32.0'

REC = 87%, RQD = 0%

1' to 4': Brown f-c SAND, little f-m Gravel, tr.glass, tr.sand, tr.cinders (moist, FILL)

4' to 7': Contains some f-c Gravel

7' to 10': Contains little Silt, tr.gravel, tr.brick, tr.organics (wet)

10' to 13': Gray f-c GRAVEL, little f-c Sand, tr.silt (wet, FILL)

13' to 16': Gray to Black f-c SAND, little f-c Gravel, little Silt, tr.brick, tr.wood (wet, FILL)

16' to 19': Gray f-c GRAVEL, little f-c Sand, tr.silt (wet, FILL)

19' to 22': Red-Orange BRICK, little f-c Sand, tr.ash, tr.concrete (wet, FILL)

22' to 23': Dark Gray f-c SAND, little Silt, tr.gravel, tr.glass (wet, FILL) 23' to 23.5': Gray SILT, little fine Sand (wet, v.loose, ML) 23.5' to 25.5': Gray f-m SAND, little Silt (wet, v.loose, SM) 25.5' to 30': Gray LIMESTONE, hard to very hard, weathered to sound, thinly bedded to bedded, areas of broken core, occasional horizontal mechanical breaks, occasional horizontal fractures

30' to 32': Core highly broken

4.0

7.0

10.0

13.0

16.0

19.0

22.0

23.0 23.5

25.5

30.0

32.0

SHEET

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

DC-18-3L

5/30/18

DISTURBED

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

LRB

VERTICAL

1. PROJECT

UNDISTURBED

IGLD

N/A

2. HOLE NUMBER

CME-45

STEPHEN J. BOCHENEK Geologist

2" O.D. S.S. & 3" O.D. CORE BIT

INSTALLATION

LASALLE PARK

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

5/29/18

VERTICAL

DAN DELUDE

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

6 0

INCLINED

SJB SERVICES, INC.

4. NAME OF DRILLER

5. DIRECTION OF BORING

577.8

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

WGS84

25.5

6.5

32.0

SHEET 1 of 1

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

Laboratory

Boring Designation DC-18-3L

SEP 05

Boring Designation DC-18-3LSPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes Typewritten Text 42.893453, -78.899233 sdomroes

6.8

549.8

547.3

Boring off set approx. 4' North of DC-18-3L

Driller noted auger refusal at 30.5'

RUN #1 = 30.5' - 35.5'

REC = 79%, RQD = 69%

0' to 28': Auger to 28' BGS

28' to 30.5': Brown f-c SAND, some f-c Gravel, tr.silt (moist, compact, SW)

30.5' to 35.5': Gray LIMESTONE, hard to very hard, bedded to thickly bedded, weathered to sound, occasional horizontal fractures, occasional horizontal mechanical breaks, occasional chert

28.0

30.5

SHEET

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

DC-18-3LA

5/31/18

DISTURBED

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

LRB

VERTICAL

1. PROJECT

UNDISTURBED

IGLD

N/A

2. HOLE NUMBER

CME-45

STEPHEN J. BOCHENEK Geologist

2" O.D. S.S. & 3" O.D. CORE BIT

INSTALLATION

LASALLE PARK

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

5/31/18

VERTICAL

DAN DELUDE

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

1 0

INCLINED

SJB SERVICES, INC.

4. NAME OF DRILLER

5. DIRECTION OF BORING

577.8

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

WGS84

30.5

10.0

40.5

SHEET 1 of 2

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

32.5

35.0

Laboratory

Boring Designation DC-18-3LA

SEP 05

Boring Designation DC-18-3LASPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes Typewritten Text 42.893457, - 78.899239 sdomroes

6.8

542.3

537.3

RUN #2 = 35.5' - 40.5'

REC = 96%, RQD = 89%

(Depth = 36.3' - 36.8') Peak Unconfined Compressive Stress = 21,387 psi; Young's Modulus = 10,900 psi;

Poisson's Ratio 0.08 at Stress Range 7800 - 13500 psi

35.5' to 40.5': Becomes thinly bedded to thickly bedded, sound, occasional angular mechanical breaks

35.5

40.5

2SHEET

OF

INSTALLATION

COORDINATE SYSTEM

LASALLE PARK

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

WGS84

SHEETS

HORIZONTAL VERTICALPROJECT

577.8

IGLD

SHEET 2 of 2

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

35.0

37.5

40.0

Laboratory

Boring Designation DC-18-3LA

SEP 05

Boring Designation DC-18-3LASPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes

42.893457, - 78.899239

555.8

552.8 552.1

551.3

546.3

17' = top of river bottom

RUN #1 = 25.5' - 30.5'

REC = 71, RQD = 68%

(Depth = 29.7' - 30.4') Peak Unconfined Compressive Stress = 26,185 psi; Young's Modulus = 10,400,000 psi;

Poisson's Ratio 0.40 at Stress Range 9600 - 16600 psi

18' to 21': Dark Gray f-c SAND, little f-m Gravel, little Silt, tr.slag, tr.glass (wet, FILL)

21' to 24': Brown Gray f-c GRAVEL, some f-c Sand, tr.silt (wet, FILL)

24' to 24.7': Gray f-c SAND, tr.gravel, tr.silt (wet, v.compact, SW) 24.7' to 25.5': Brown f-c GRAVEL, some f-c Sand, tr.silt (wet, v.compact, GW)

25.5' to 30.5': Gray LIMESTONE, hard to very hard, thinly to thickly bedded, slightly weathered to sound, occasional horizontal mechanical breaks, occasional horizontal fractures, occasional angular mechanical breaks, occasional chert 30.5' to 35.5': Contains occasional horizontal fractures, weathered to sound

21.0

24.0 24.7

25.5

30.5

SHEET

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

DC-18-3W

6/4/18

DISTURBED

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

LRB

VERTICAL

1. PROJECT

UNDISTURBED

IGLD

N/A

2. HOLE NUMBER

CME-45

STEPHEN J. BOCHENEK Geologist

2" O.D. S.S. & 3" O.D. CORE BIT

INSTALLATION

LASALLE PARK

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

6/1/18

VERTICAL

DAN DELUDE

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

4 0

INCLINED

SJB SERVICES, INC.

4. NAME OF DRILLER

5. DIRECTION OF BORING

576.8

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

WGS84

8.5

15.0

40.5

SHEET 1 of 2

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

32.5

35.0

Laboratory

Boring Designation DC-18-3W

SEP 05

Boring Designation DC-18-3WSPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes Typewritten Text 42.893406, -78.899304 sdomroes

N/A

541.3

536.3

RUN #2 = 30.5' - 35.5'

REC = 62%, RQD = 40%

RUN #3 = 35.5' - 40.5'

REC = 81%, RQD = 72

(Depth = 35.9' - 36.7') Peak Unconfined Compressive Stress = 45,478 psi; Young's Modulus = 12,200,000 psi at Stress Range 16700 - 28800 psi

35.5' to 40.5': Becomes slightly weathered to sound

35.5

40.5

2SHEET

OF

INSTALLATION

COORDINATE SYSTEM

LASALLE PARK

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

WGS84

SHEETS

HORIZONTAL VERTICALPROJECT

576.8

IGLD

SHEET 2 of 2

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

35.0

37.5

40.0

Laboratory

Boring Designation DC-18-3W

SEP 05

Boring Designation DC-18-3WSPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes

42.893406, -78.899304

574.7

572.2

569.7

567.2

565.2

562.2

559.7

557.2

555.2

552.2

549.7

547.2

Sample #3: poor recovery outside of spoon wet

Sample #4: poor recovery

Driller noted soft subsurface conditions from 13.5' - 16'

Sample #8: sand and gravel very angular

Driller noted approx. 14' of running sands at 25'

Free Standing Water recorded at 10.6' before Coring

Driller noted auger refusal at 31.0'

RUN #1 = 31.0' - 36.0'

REC = 48%, RQD = 14%

1' to 3.5': Brown to Dark Brown SAND, some Clayey Silt, little SLAG (moist, FILL)

3.5' to 6': Contains little Clayey Silt, tr.slag, tr.brick

6' to 8.5': Contains tr.organics

8.5' to 11': Brown f-c GRAVEL, little f-c Sand, tr.clayey silt, tr.brick (moist-wet, FILL)

11' to 13': Brown f-c GRAVEL, little f-c Sand, little Wood, tr.silt (wet, FILL)

13' to 16': Brown f-c SAND, tr.silt, tr.organics (wet, FILL)

16' to 18.5': Brown WOOD, tr.gravel, tr.sand (wet, FILL)

18.5' to 21': Brown f-c SAND, some f-c Gravel, tr.organics (wet, FILL)

21' to 23': Becomes Gray, Contains tr.silt

23' to 26': Gray f-c SAND, tr.silt, tr.shells (wet, firm, SW)

26' to 28.5': Becomes Brown-Gray, Contains tr.gravel

28.5' to 31': Becomes brown, Contains some f-c Gravel, little Silt (compact, SM)

31' to 36': Gray LIMESTONE, very hard, weathered, laminated to thinly bedded. Contains chert nodules, horizontal fractures, horizontal mechanical breaks, occasional vertical and horizontal breaks

3.5

6.0

8.5

11.0

13.0

16.0

18.5

21.0

23.0

26.0

28.5

31.0

SHEET

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

DC-18-4L

5/25/18

DISTURBED

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

LRB

VERTICAL

1. PROJECT

UNDISTURBED

IGLD

N/A

2. HOLE NUMBER

CME-45

STEPHEN J. BOCHENEK Geologist

2" O.D. S.S. & 3" O.D. CORE BIT

INSTALLATION

LASALLE PARK

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

5/24/18

VERTICAL

DAN DELUDE

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

12 0

INCLINED

SJB SERVICES, INC.

4. NAME OF DRILLER

5. DIRECTION OF BORING

578.2

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

WGS84

31.0

10.0

41.0

SHEET 1 of 2

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

32.5

35.0

Laboratory

Boring Designation DC-18-4L

SEP 05

Boring Designation DC-18-4LSPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes Typewritten Text 42.894560, -78.900616 sdomroes

10.5

542.2

537.2

RUN #2 - 36.0' - 41.0'

REC = 88%, RQD = 62%

(Depth = 38.3' - 38.8') Peak Unconfined Compressive Stress = 31,341 psi; Young's Modulus = 10,800,000 psi;

Poisson's Ratio 0.24 at Stress Range 11500 - 19800 psi

Free Standing Water recorded at 6.5' at Boring Completion

36' to 41': Becomes hard to very hard, thinly bedded to bedded, slightly weathered to sound, occasional horizontal fractures, occasional horizontal mechanical breaks

36.0

41.0

2SHEET

OF

INSTALLATION

COORDINATE SYSTEM

LASALLE PARK

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

WGS84

SHEETS

HORIZONTAL VERTICALPROJECT

578.2

IGLD

SHEET 2 of 2

F in e s

M

CELEV REMARKS

A S

T M

C la ssN60

FIELD CLASSIFICATION OF MATERIALS

(Description)

L E

G E

N D

RECNf

L L P I

35.0

37.5

40.0

Laboratory

Boring Designation DC-18-4L

SEP 05

Boring Designation DC-18-4LSPK FORM 1836-A

S a n d

G ra ve l

S a m p

N o

DEPTH

B lo w s/

0.

ft

A C

E

-A

D

R

IL

LI

N

G L

O G

L

A S

A L

L E

P R

O

JE

C T

.G P

J A

C E

M V

D W

IT

H

R A

P

ID

C P

T

.G

/1 sdomroes

42.894560, -78.900616

561.7

559.7

557.7

554.7

551.7

548.7

547.2

13' = top of river bottom

Driller noted auger refusal at 30.5'

RUN #1 = 30.5' - 35.5'

REC = 84%, RQD = 85%

(Depth = 30.9' - 31.5')

14' to 16': Black f-c SAND, little f-m Gravel, tr.silt, tr.brick (wet, FILL)

16' to 18': Gray SILT, tr.sand, tr.clay (wet, v.loose, ML)

18' to 20': Gray fine SAND, little Silt (wet, v.loose, SM)

20' to 23': Gray f-c SAND, little f-c Gravel, tr.silt (wet, loose, SW)

23' to 26': Dark Gray SILT, little f-c Gravel, little f-c Sand, tr.clay (wet, v.loose, ML)

26' to 29': Gray f-c SAND, tr.gravel,…