Released_Amendment1_25R6518.pdf

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11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

Offers 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 electronic communication 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 letter or electronic communication, provided each letter or electronic communication 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 NUMBER AS DESCRIBED IN ITEM 14.

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

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, 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.)

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

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

16C. DATE SIGNED

Previous edition unusable STANDARD FORM 30 (REV. 11/2016) Prescribed by GSA FAR (48 CFR) 53.243

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE PAGE OF PAGES

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

6. ISSUED BY CODE 7. ADMINISTERED BY (If other than Item 6) CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X) 9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBE

10B. DATED (SEE ITEM 13)

CODE FACILITY CODE

J 1 2

0001 08 Aug 2025 See Continuation Sheet ACQR6112216 N62742

NAVFACSYSCOM PACIFIC

258 MAKALAPA DR STE 100, JBPHH HI 96860-3134

JBPHH, HI 96860-3134

UNITED STATES

NITIWATE DISSANONT, Email: nitiwate@state.gov Telephone: 6622811036

SCD: PAS:

N6274225R6518

10 Jul 2025

See Section G - Contract Administration Data

See Schedule

Rondel Williams

07 Aug 2025

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

Block 14 (Description of Amendment/Modification): Amendment 0001-N6274225R6518 D/B Construct Boat Maintenance Facility, Quezon, Palawan, Philippines

a. The response to Pre-Proposal Inquiries (PPIs) is provided in Attachment-01 Answers to Pre-Proposal Inquiries (PPIs).

b. The summary of changes under Parts 3, 4 , and 6 is provided in Attachment-02 Summary of Changes.

The date set for receipt of proposals remains unchanged and is August 13, 2025, at 11:00 a.m., Thailand Time.

All other paragraphs, provisions, and conditions remain unchanged. The offeror must acknowledge receipt of this amendment.

N6274225R65180001

Amendment 0001-N6274225R6518 Attachment -01: Answers to Pre-Proposal Inquiries (PPIs)

Question No.

Reference (Sect/Para/Page) QUESTION Government Answer

1 Part 4 P. 4 of 32 # 6 Concrete

Can we use One bagger Mixer for mixing concrete due to small volume of concrete requirement for footing? This can immediately be poured to every footing excavation completed to avoid soil erotion after excavation.concrete will still be in accordance to contract strength requirement?

Yes. Per Part 4, Section 2. PERFORMANCE TECHNICAL SPECIFICATIONS, Sub-SECTION B. SHELL, Article B10 SUPERSTRUCTURE, Item f. "2. Concrete: All concrete materials used in this project shall comply with standards of the current volume of ACI 301. Designed compressive strength of job-mixed concrete (manually mixing concrete at the job site) shall not exceed 210 kg/cm2. Concrete shall be kept damp for not less than seven days. Ensure curing of slabs commences as soon as possible after final finishing, by the use of continuous water spray, or ponding.

Alternately, apply and approved curing membrane."

2 Part 3 G2010 Roadways

Is the proposed access road to be constructed from the boat shed to the seashore, encompassing an approximate length of 35 meters?

Furthermore, for a 6-meter wide roadway access, is it a requirement to develop the sides of the road to mitigate base washout during periods of heavy rainwater runoff?

No. Access road construction is deleted. Per the amendment, Part 3, Item no. 2, "On Page 19 of 21, Section 6 ENGINEERING

SYSTEMS REQUIREMENTS (ESR), CLIN 0001: BASE BID

ITEM 0001 – CONSTRUCT BOAT MAINTENANCE

FACILITY, Sub-section G20 SITE IMPROVEMENTS"

3 Please consider additional time for the due date, more time is needed to prepare the proposal

The proposal due date remains August 13, 2025, no later than 11:00 a.m. Thailand Time.

4 Please confirm that the only equipment to be provide is the rolling gantry and the boats are not to be included - the cut sheets is provided as reference only

Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

5 Can the Quality Control and Safety Person be the same person listed as Key Personnel?

Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

6 Is this Project VAT Exempt? Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

7 Will there be assistance for Importation of Materials as needed? No. There will be no assistance for importation of materials.

8 Can Contractor set up a personnel living camp on the project site? Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

9 At the construction site, can contractor do work 7 days/week and what is working hour?

Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

10 Please kindly confirm whether contractor can do labor camp and stock yard on construction site or not?

Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

No.

Reference (Sect/Para/Page) QUESTION Government Answer

11 Could you share the topography data or exisiting soil level for estimation (if have)?

Topographic and geotechnical data are provided in Part 6. Per the amendment, Part 6, "ATTACHMENT 9 – TOPOGRAPHIC MAP (please see attached PART 6 18SFC BMF_A9 TOPO_2025-07- 31)" will be added.

12 Please kindly clarify the connection point for electric when building operation? And also for temporary electric supply.

Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

13 Part 3 / Interior requiremnts / Page 9/21

How much size require for suspended mezzanine floor slab? And do you require mezzanine floor in both room?

This is a Design Build contract. The Designer of Record (DOR) is responsible for developing the final design in compliance with the solicitation requirements.

14 RFP Part 2; Paragraph 9.1 - Design Submittal Required

In the solicitation, UFGS is required. The project is situated in the Philippines, with functional and effective building code, specifications, etc. Can the contractor follow the host nation regulations related to design and construction. Otherwise, will the government provide additional days to compensate the design phase with the UFGS in consideration?

No. Per Part 2, Section 9.1. DESIGN SUBMITTALS REQUIRED "General guidance for preparation of design submittals is provided in FC 1-300-09N Navy and Marine Corps Design Procedures and UFGS 01 33 16.00 10 Design Data (Design After Award)."

No additional days to compensate the design phase with the UFGS in consideration. Per Part 3, Section 1 Project Description states "Period of Performance (PoP) for complete design and construction: CLIN 0001: BASE BID ITEM 0001-

CONSTRUCTION OF BOAT MAINTENANCE FACILITY, 400

calendar days."

15 SOW page 9 of 21 As per SOW page 9 of 21, is the 5-meter front side overhang necessary?

Yes. Per Part 3, Section 5. WORK REQUIREMENTS, Sub-section 5.1. CLIN 0001 BASE BID ITEM 0001: CONSTRUCT BOAT MAINTENANCE FACILITY, Article 5.1.2. BOAT MAINTENANCE FACILITY, Item 1. Structural Requirements:, Sub-item 4) Foundation and Roof: states that "Overhang: 5m in front sides and 1m on the back and gable ends."

16 SOW page 9 of 21 Could you confirm and show the boundaries and setbacks clearly? Refer to Part 6, ATTACHMENT 2 – CONCEPTUAL DRAWINGS, Figure 2.2: Plan showing the location of boat maintenance facility and future barracks facility.

17 SOW page 9 of 21 Do the Equipment/Conference Rooms require a ceiling? Yes. Per Part 3, Section 6. ENGINEERING SYSTEMS REQUIREMENTS (ESR), Sub-section CLIN 0001: BASE BID

ITEM 0001 – CONSTRUCT BOAT MAINTENANCE

FACILITY, Article C30 INTERIOR FINISHES, Item C3030

CEILING FINISHES states "a.Provide painted moisture resistant gypsum ceiling boards on metal frame in the equipment/conference rooms."

18 Part 4 P. 4 of 32 # 6 Concrete

Are we allowed to use rounded gravel aggregates for our concrete? Material and equipment selection is the responsibility of the Designer of Record, in accordance with the solicitation requirements.

No.

Reference (Sect/Para/Page) QUESTION Government Answer

19 When is the Barracks Project Anticpated to be complete? The current contract completion date of the Barracks Facility at Quezon, Palawan, Philippines is November 10, 2025.

20 Please kindly clarify any demolition work or relocation work of the exisitng structures ex. House or utility related in the scope of work of this solicitation.

Missing/incorrect/inadequate reference therefore no action required by the USG. Refer to the RFP and applicable references for the answer.

21 Given the remote location of the area. Are we allowed to utilize alternative materials that are readily available in the area?

There is no alternative material information provided in this PPI.

Material selection shall be finalized during the post-award period.

D/B Construct Boat Maintenance Facility Amendment 0001 -N6274225R6518 Quezon, Palawan, Philippines Attachment -02: Summary of Changes

Amendment 0001

The following changes are hereby incorporated into solicitation, Part 3, 4, and 6, under this solicitation.

PART 3

STATEMENT OF WORK

1. On Page 9 of 21, Section 5. WORK REQUIREMENTS, Sub-section 5.1. CLIN 0001 BASE BID

ITEM 0001: CONSTRUCT BOAT MAINTENANCE FACILITY, Article 5.1.2. BOAT MAINTENANCE FACILITY, Item no. 1. Structural Requirements, Sub-item no. 5) Equipment/Conference Rooms

Change from:

Reinforced concrete suspended mezzanine floor slab, designed to support storage of boat maintenance supplies and small tools. Provide safety railings all around.

To:

Provide reinforced concrete suspended mezzanine floor slab on top of the two (2) enclosed rooms, designed to support storage of boat maintenance supplies and small tools. Provide safety railings all around.

2. On Page 19 of 21, Section 6 ENGINEERING SYSTEMS REQUIREMENTS (ESR), CLIN

0001: BASE BID ITEM 0001 – CONSTRUCT BOAT MAINTENANCE FACILITY, Sub-section G20 SITE IMPROVEMENTS

Delete:

G2010 ROADWAYS

Construct an access road with compacted gravel, minimum 6 meters wide. At a minimum, the roadway must include a foundation layer of geotextile fabric, have a base course with minimum thickness of 300mm (12 inches) thick, and a wearing course of well graded material, including adequate plastic fines, at least 150mm (6 inches) thick. The roadway must be properly crowned and elevated above the existing grade to provide proper drainage characteristics. All newly placed material must be compacted to achieve at minimum 90% of the dry material density per AASHTO T-99.

3. On Page 19 of 21, Section 6 ENGINEERING SYSTEMS REQUIREMENTS (ESR), CLIN 0001: BASE BID ITEM 0001 – CONSTRUCT BOAT MAINTENANCE FACILITY, Sub-section G40 SITE ELECTRICAL UTILITIES

Delete:

Relocate existing electric poles and accessories at the boat ramp area that is in the way of the new access road.

PART 4

MINIMUM MATERIALS, ENGINEERING AND CONSTRUCTION REQUIREMENTS

4. On Page 23 of 32, Section 2 PERFORMANCE TECHNICAL SPECIFICATIONS, Sub-section

G. SITE WORK, Article G20 SITE IMPROVEMENTS Delete:

a. Access road: Reinforced concrete road. Provide road surface markings and provide and install traffic signs. Refer to G2010 for additional requirements.

5. On Page 23-25 of 32, Section 2 PERFORMANCE TECHNICAL SPECIFICATIONS, Sub-section G. SITE WORK, Article G20 SITE IMPROVEMENTS Delete:

G2010 ROADWAYS

a. If the site work involves interference with normal vehicular and or pedestrian traffic, the Contractor shall coordinate with the authority having jurisdiction, propose and obtain approval for traffic control measures that may be required in performance of the work required by the contract.

b. Adjust existing utility structures to meet the new finished pavement grades as required.

G201001 BASES & SUBBASES

Prepare subgrade in accordance with Section G10, Site Preparation. Use geotextiles for separation or reinforcement in accordance with manufacturer's instructions. Provide base course under paved areas in accordance with the applicable IBC or DPWH requirements whichever is more stringent.

Place base course in accordance with the DWPH standard in layers of equal thickness with no compacted layer more than 6 inches (150 mm) thick. Compact base course at optimum moisture content to 100 percent ASTM D 1557 maximum dry density.

Where DPWH specifications are not available or applicable, the Designer of Record must utilize the UFGS Specification Sections applicable. Submit these specifications in edited form as a part of the design submittal for the project.

G201002 CURBS & GUTTERS

Provide concrete curbs and gutters in accordance with the Host Nation Standards (HNS), i.e. Department of Public Works and Highways (DPWH) Standards. Where the HNS do not include concrete materials for curbs and gutters, provide concrete in accordance with the standard mix of the HNS for a minimum compressive strength at 28 days of 3500 psi (25 MPa) concrete.

G201003 PAVED SURFACES

1. PAVEMENT DESIGN. Provide Portland cement concrete pavement, minimum of 200 mm thick.

Provide geometric and pavement design, including minimum pavement sections (if greater than 200 mm), in accordance with the Department of Public Works and Highways (DPWH) standards. Provide any required additional pavement design to provide a complete and useable facility.

If reinforced, provide deformed bar reinforcement in conformance to ASTM A615/A615M, Grade 40.

Welded wire fabric reinforcement is not acceptable.

Provide concrete in accordance with the standard mix of the HNS for the design strength required plus allowable deviations. Unless noted otherwise in Part 3 or Part 6, provide a minimum compressive strength at 28 days of 3500 psi (25 MPa) concrete.

2. EXISTING UTILITY STRUCTURES. Adjust existing utility structures to meet the new finished pavement grades as required.

3. JOINTS FOR PORTLAND CEMENT CONCRETE PAVEMENT. Provide joints in accordance with DPWH Standards and UFC 3-250-01, Pavement Design for Roads and Parking Areas. Install joints in a manner and at such time to prevent random or uncontrolled cracking. Locate joints to form a regular rectangular pattern. Wherever curved pavement edges occur, make joints to intersect tangents to curve at right angles.

a. Expansion Joints. Provide thickened edge expansion joints at the intersection of two rigid pavements. Use preformed joint filler, ASTM D1751. Provide filler that is compatible with joint sealer material. Hold preformed joint filler in position during concreting operations.

b. Isolation Joints. Provide thickened edge isolation joints by placing a 1/2-inch (12 mm) preformed joint filler (ASTM D 1751) around each structure that extends into or through the pavement before concrete is placed at that location.

c. Contraction Joints. Saw joint lines within specified tolerance, straight, and extend for width of transverse joint, and for entire length of longitudinal joint.

d. Construction Joints. If an emergency stop occurs remove the concrete back to location of transverse joint and install a construction joint.

e. Joint Sealants. ASTM D5893/D5893M; provide single component cold-applied silicone. Provide a self-leveling and non-acid curing silicone sealant.

G201004 MARKING AND SIGNAGES

Provide pavement markings in accordance with the HNS. Design materials for life expectancy of at least 3 years under an average daily traffic count per lane of approximately 500 vehicles. Water based paints must have durability rating of at least 4 when determined in the wheel path area.

PART 6

ATTACHMENTS

6.

Add:

ATTACHMENT 9 – TOPOGRAPHIC MAP (please see attached PART 6 18SFC BMF_A9

TOPO_2025-07-31)

7. Solicitation pages 170-218 SOIL GEOTECHNICAL INVESTIGATION REPORT

Change from:

March 07, 2024 Geotechnical Investigation Report

To:

July 15, 2025 Geotechnical Discrepancy Report

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Amendment 0001 - N6274225R6518

TOPOGRAPHIC MAP

Geotechnical Discrepancy Report

Project Title: D/B UFC construct barracks facility at Quezon, Palawan, Philippines

Date: July 15, 2025

1. Executive Summary

This report outlines a discrepancy identified between the original geotechnical report and the current subsurface condition observed during excavation activities. Specifically, saltwater intrusion was encountered on-site—an element not identified or referenced in the initial geotechnical investigation. Upon re-evaluation by the geotechnical team, it was determined that the original report remains fundamentally accurate, but a naturally occurring subsurface water stream—later confirmed to be brackish or saline—was not detected during the preliminary soil study.

2. Background

The original geotechnical investigation was conducted on September 24, 2024, and the final report was issued by Geotechnical Surveyor Construction Services and Engineering Consultancy based on standard borehole and soil testing procedures. The report concluded typical soil stratification with groundwater presence at a depth of approximately three (3) meters.

During excavation work that began on May 15, 2025, water accumulation was observed at the site.

Excavation was halted on June 6, 2025, as the persistent presence of water and saturated soil raised increasing concern. Initially believed to be due to the natural groundwater table, further analysis and site testing later confirmed saltwater intrusion, prompting additional concerns regarding its potential impact on construction activities and the long-term behavior of the soil.

3. Observed Discrepancy

• Condition Encountered: Saltwater intrusion encountered at approximately 0.9 meters during excavation.

• Initial Misinterpretation: The saltwater was originally mistaken for the static water table indicated in the geotechnical report.

• Actual Condition: Presence of a subsurface stream/channel with brackish or saline content, not detected in the borehole logs or site characterization of the initial investigation.

4. Re-assessment by Geotechnical Team

Following the anomaly, the geotechnical consultant revisited the site and conducted supplementary investigation, which included Geo-Resistivity Survey.

Amendment 0001 -N6274225R6518

Findings:

• The subsurface saltwater source is likely a narrow, localized feature not captured by the original borehole spacing.

• The original report did not misrepresent data; the phenomenon was not detected due to limitations in spatial coverage and the dynamic nature of subsurface water pathways.

5. Conclusion

The discrepancy between the original geotechnical report and the observed condition is attributed to a localized, previously undetected subsurface water stream with saline characteristics. The initial report remains valid in its interpretation of available data, but it did not account for or predict the saltwater intrusion due to the undetected water pathway.

6. Recommendations

• Use mat or raft footing for the whole building.

• If deep foundation support is preferred, the use of micro piles may be considered as an alternative solution.

• Conduct monitoring of groundwater behavior during and after construction.

Attachments:

• Original Geotechnical Report (Dated: September 24, 2024)

• Geo-resistivity Survey and Re-assessment Report (Dated: July 7, 2025)

• Inquiries of Contractor Structural Engineer

• Response of Geotechnical Surveyor to the inquiry of Contractor Structural Engineer

Amendment 0001 -N6274225R6518

Original Geotechnical Report (Dated: September 24, 2024)

Amendment 0001 -N6274225R6518

CONSTRUCT BARRACKS FACILITY

BRGY. TAGUSAO, QUEZON, PALAWAN

2 PROJECT MANAGEMENT: bacsconstructionproject@gmail.com REPORT STATUS & TECHNICAL CONCERNS:

bacsconstructionreports2@gmail.com OPERATION AND FIELD CONCERNS: bacsconstruction.operation@gmail.com FINANCE

CONCERNS-FOR COLLECTIONS: bacscollections@gmail.com ACCOUNTING & FINANCE RELATED:

bacsconstructions.finance@gmail.com ADMINISTRATIVE CONCERNS: lyn.bcsec@gmail.com GERNERAL INQUIRIES:

bacs.csec@gmail.com cc: bacosa081976@gmail.com

TABLE OF CONTENTS

1.0 ABSTRACT------------------------------------------------------------------------------------------------------- 3

1.1 LIMITATIONS

2.0 INTRODUCTION----------------------------------------------------------------------------------------------- 4

3.0 PURPOSE OF INVESTIGATION------------------------------------------------------------------------------ 5

4.0 OBJECTIVES----------------------------------------------------------------------------------------------------- 5

5.0 LOCATION, ACCESSIBILITY & GEOGRAPHY-------------------------------------------------------------- 6

6.0 National Structural Code of the Philippine 2015 Requirements: According to NSCP-2015-chapter section 303--------------------------------------------------------------------------------- 10

7.0 METHODS AND SCOPE---------------------------------------------------------------------------------------- 13

7.1 Procedures

7.2 Apparatus

8.0 FIELD AND LABORATORY TESTS--------------------------------------------------------------------------- 11

8.1 Ground Water Conditions

8.2 Laboratory Testing Program

8.3 Grain Size Analysis (ASTM D422-63)

8.4 ASTM D-2487 Standard Classification of Soils for

Engineering Purposes (USCS)

8.5 ASTM D-422 Standard Test Method for Particle Size Analysis of Soils

8.6 ASTM D-4318 Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils

8.7 ASTM D-2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soils and Rock by Mass

8.8 Direct Shear Test 29Direct Shear Test

9.0 GEOTECHNICAL INVESTIGATION RESULTS------------------------------------------------------------- 12

9.1. SEISMIC HAZARD

9.2 SEISMIC FACTORS

9.3 SEISMIC CONSIDERATIONS

9.4 SITE COEFFICIENTS AND SEISMIC FACTORS

9.5 SEISMIC RISK

9.6 SUB-SURFACE CONDITION

9.7 GENERAL GEOLOGY

9.8 GEOLOGIC HAZARD

10.0 SOIL BEARING CAPACITY ---------------------------------------------------------------------------- 21

11.0 Modulus of Elasticity (E) 40-------------------------------------------------------------------------- 26

12.0 SUBSURFACE CONDITIONS AND RESULTS OF STANDARD PENETRATION TEST (SPT)

CONSIDERATIONS-------------------------------------------------------------------------------------------- 34

13.0 LIQUEFACTION POTENTIAL------------------------------------------------------------------------- 38

14.0 Settlement (S) and Subgrade Modulus (K) -------------------------------------------------------- 43

15.0 CONCLUSIONS------------------------------------------------------------------------------------------- 47

16.0 Foundation Soil Typing and Characteristics------------------------------------------------------- 47

17.0 RECOMMENDATIONS---------------------------------------------------------------------------------- 48

18.0 OVER_COMPACTED/ OVER_CONSOLIDATED ZONE--------------------------------------------- 48 Graphical log Appendix A Appendix B References--------------------------------------------------------------------------------------------------- 72

Amendment 0001 -N6274225R6518 Geotechnical Discrepancy Report mailto:bacsconstructionproject@gmail.com mailto:bacsconstructionreports2@gmail.com mailto:bacsconstruction.operation@gmail.com mailto:bacscollections@gmail.com mailto:bacsconstructions.finance@gmail.com mailto:lyn.bcsec@gmail.com mailto:bacs.csec@gmail.com mailto:bacosa081976@gmail.com

3 PROJECT MANAGEMENT: bacsconstructionproject@gmail.com REPORT STATUS & TECHNICAL CONCERNS:

bacsconstructionreports2@gmail.com OPERATION AND FIELD CONCERNS: bacsconstruction.operation@gmail.com FINANCE

CONCERNS-FOR COLLECTIONS: bacscollections@gmail.com ACCOUNTING & FINANCE RELATED:

bacsconstructions.finance@gmail.com ADMINISTRATIVE CONCERNS: lyn.bcsec@gmail.com GERNERAL INQUIRIES:

bacs.csec@gmail.com cc: bacosa081976@gmail.com

1.0 ABSTRACT

The study of soil foundation has long been regarded as the most interesting and important aspect of engineering geology and geotechnical engineering wherein designers and planners from private and public sectors address before implementing the construction of vertical structures. Failure to appreciate the problems to soil foundation may lead to property damage and even loss of lives. The foundation design’s primarily concern is to ensure that movement of foundation must be kept within the limits of tolerance in accordance with the proposed structures without adversely affecting its functional requirement. The design of the foundation structure requires an understanding of the geology and groundwater conditions, and more particularly, the analysis of the various stresses and types of ground settlement that can occur in the area.

1.1 LIMITATIONS

The foregoing discussions are limited to the general evaluation of the surface and subsurface conditions based on the results of the field activities for this project and its location described herein. It includes our understanding of the engineering geological, geotechnical and geo-hazard conditions of the project area at the time the investigation was carried out along with our interpretation of the geotechnical properties of the foundation material based on the results of the investigation. The design of foundation is beyond the purview of this report.

It will be important for the Project Geotechnical Engineer or Engineering Geologist to observe the subsurface conditions at the site during construction to verify if it is consistent with what has been presented and assumed in this report. Should there be any significant deviations in the soil characterization as observed.

The consultant should be notified immediately so that modification or refinement of the recommendations shall be made.

In the event that conclusions or recommendations based on the data contained in this report are made by others, such as conclusions or recommendations are not the responsibility of Geotechnical Surveyor Construction Services & Engineering Consultancy.

This analysis has been prepared as guide in the design of the foundation for the aforementioned structure with specified location. If there are differences in location and/or designs features as they are understood and as are defined by the test borings, the undersigned must inform thru this office so that modification or revision of the conclusions and recommendations can be made.

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2.0 INTRODUCTION

This report pertains to the result of the Geotechnical Investigation conducted at Brgy. Tagusao, Quezon, Palawan for the Construct Barracks Facility on 24th of September 2024. The site is situated within a residential/seaside with a topography that is relatively flat underlying by different types of soil materials.

The soil foundation type in the proposed site and its corresponding structures can be categorized into several types of soil, but generally, the dominant materials are sandy soil and gravelly sand.

This report deals with the results of the geotechnical investigation conducted for Construct Barracks

Facility located in Brgy. Tagusao, Quezon, Palawan. The investigation was carried out by

Geotechnical Surveyor Construction Services & Engineering Consultancy following the request from the client prior to construct the said structure.

Subsurface investigation of the proposed project site should be the first step in planning the erection of any major structure. The program of subsurface exploration for any foundation design or project must be adequate to disclose the essential character of the deposit and particularly its possible variations from point to point. Soil strength is the most important property for engineering use. This is a measure of the capacity of a soil to withstand stresses without giving way to those stresses by collapsing or become deformed. The failure of a soil to withstand stresses can be seen where building foundations are not well supported, or a structure founded in a reclaimed are or in swampy area give way under pressure due to settlement.

All structures that are founded on earth rely on our ability to design safe and economical foundations.

Before the Engineer can design a foundation intelligently, he must have reasonably accurate conception of the physical properties and the arrangement of the underlying materials. Thus, Soil investigation, and field sampling are required to obtain this essential information.

One of the earliest failures that was investigated and contributed to our knowledge of soil behavior in the failure Transcona Grain Elevator, Canada, in 1913. The structure was completed Sept. 13, 1913. In less than 3 months, the structure failed due to tilting because of soil bearing capacity failure. With 24 hours, after loading the grain elevator, the bin silo begins to settle. No boring done to identify the soils and to obtain information on their strength. There was no subsurface investigation performed at the site prior to the constructions of the structure.

Failure of the structure occur or become deformed, e.g., settlement and titling, because of inadequate site and soil investigation; unforeseen soil and water conditions; natural hazards; poor engineering analysis; design, construction and quality control.

Stability of the structure should never be compromised from economy. The unstable structure compromised to save a few thousand of pesos can result in death and destruction. A designer and contractor of a certain project after disregarding the value of the soil (confident of his several years of experiences in construction) has obtained a traumatic lesson after a two-story building he designed and constructed manifested a very apparent deformation due to tilting. The owner should consider first and foremost, that the cost of soil exploration is negligible compared to the benefits that could be derived.

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Eight years ago, the author performed sub-surface investigation, in Guihulngan City, Negros Oriental, of a 2-Story building of Land Bank that settled after an earthquake that occur last Feb. 2012 with 6.9 recorded intensity. The structure was constructed in a reclaimed area that is rested in material of limestone used as backfill. The structure is still intact, but with the surrounding slab devastated due to settlement. Surrounding walls separated because of cracks. The building abandoned because of the phenomenon. To underpin the structure and to restore it to its original level was impossible. A recommendation of considering a new site was a major option considered for a new construction. The building declared useless and unfit for occupancy after an inspection of a team of Structural Engineers and Regional Directors of DPWH and Land bank.

A number of related Soil characteristic, among which are soil compressibility, soil compaction and bearing resistance determines soil strength. It is imperative that in the evaluation of an area for the construction of buildings, elevated water tank, dams, silos, molasses tank, factories or any major structures, or an elevated tower, the soil conditions must first be investigated before any Detailed design are made. The investigation involves field sampling and testing, laboratory analysis and preparation of a report.

3.0 PURPOSE OF INVESTIGATION

Soil Investigation are conducted for most medium to large- sized buildings, highways, bridges, dam, towers, unsupported slopes and other structures. It must provide information design and construction and for environmental assessment. The purpose of this investigation is 1) to determine the allowable bearing capacity of supporting soil and to establish the presence, location and extent of “Good” soil suitable for foundation support 2) to determine the possible existence and extent of “poor” soil that could have an adverse effect on foundations performance.3) to evaluate the general surrounding of the site of the proposed project. 4) to enable an adequate and economical design to be made 5) to disclose and to make provisions for difficulties that may arise during construction due to ground and other local conditions. Information that would require depth, thickness and properties of each layer usually obtained.

For structures two-storey or higher, an exhaustive geotechnical study shall be performed to evaluate in-situ soil parameters for foundation design and analysis.

4.0 OBJECTIVES:

The objective of the investigation was to explore the subsurface condition at the project area, perform digitalized soil investigations and engineering evaluation to provide a recommendation for foundation design and construction consideration.

4.1 To classify and characterized the soil condition.

4.2 To determine the soil behavior based on their properties.

4.3 To determine soil bearing capacity.

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5.0 LOCATION, ACCESSIBILITY & GEOGRAPHY

This report presents the results of the soil investigation undertaken for the Construct Barracks

Facility with three (3) boreholes drilled on the proposed area covering the proposed structures to be built.

Figure 1. The site where the soil geotechnical Investigation/TEST conducted.

Tagusao is a barangay in the municipality of Quezon, in the province of Palawan. Its population as determined by the 2020 Census was 3,778. This represented 5.79% of the total population of Quezon.

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Quezon is a coastal municipality in the island province of Palawan. The municipality has a land area of 943.19 square kilometers or 364.17 square miles which constitutes 6.44% of Palawan's total area. Its population as determined by the 2020 Census was 65,283. This represented 6.95% of the total population of Palawan province, or 2.02% of the overall population of the MIMAROPA Region.

Based on these figures, the population density is computed at 69 inhabitants per square kilometer or

179 inhabitants per square mile.

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Figure 2. Borehole BH-01 (Digital soil penetrometer/borehole logger)

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Figure 3. Borehole BH-02 (Digital soil penetrometer/borehole logger)

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Figure 4. Borehole BH-03 (Digital soil penetrometer/borehole logger)

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6.0 National Structural Code of the Philippine 2015 Requirements: According to

NSCP-2015-chapter section 303:

6.1 Foundation investigation shall be conducted, and professional report shall be submitted at each building site.

6.2 For structures Two (2) storey or higher, an exhaustive geotechnical study shall be performed to evaluate in – situ soil parameters for foundation design and analysis.

6.3 All boreholes should fall within the footprint of the structures and uniformly distributed all throughout the building footprints,

6.4 The minimum number of boreholes summarized as shown below.

7.0 METHODS AND SCOPE

7.1 Procedures:

The specific procedures will follow the ASTM and Geotechnical Standards.

7.2 Apparatus:

7.2.1 The Digital SPT BH Logger for assessment of soil mechanical resistance and properties.

Soil resistance is an important mechanical property that can be used as an indicator of soil compaction and determining the least limiting water range. The use of a simple and relatively inexpensive instrument.

7.2.2 The set of apparatus includes:

Digital Dynamic SPT Borehole Logger (similar to Standard Penetration Test)

Tools

7.2.2.1 Drilling rod.

7.2.2.2 Drop hammer 30 kilos.

7.2.2.3 Driving head

7.2.2.4 Guiding rod.

7.2.2.5 Tripod.

7.2.2.6 Extension rods.

The set includes;

➢ Tripod

➢ standard hammer assembly 20 kilos.

➢ heat-treated 45° cone penetrometer point with a 1 ft. adapter rod

➢ 1 m drill rod extensions,

➢ auger head,

➢ auger -handle,

➢ 36" rod extension extensions.

➢ 1m dropping rod guide.

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➢ Digital Static BH logger sensor apparatus (added features

8.0 FIELD ND LABORATORY TESTS

Three (3) boreholes were drilled at the site on 4th week of September 2024. The depth of borehole is

10 meters. The Borehole was advanced by the combination of wash boring with standard penetration test (SPT) at the soil layers and coring method if there is a presence of rocks.

The borehole was advanced to its final depth by wash boring methods and standard penetration test and coring method. The drilling works were carried out I accordance with ASTM standard procedure and all samples were securely forwarded to laboratory for proper classification of its designated layer and testing.

8.1 Ground Water Conditions

At the time of drilling, there are 3.5m and 3.0m water tables encountered in a final depth of 10m from existing ground surfaces for Boreholes 1, 2 & 3, respectively. There is a possibility that water level will rise and fall, this can occur due to changes made to the natural drainage patterns during development, heavy rainfall and other reasons. Because the introduction of water is usually the triggering mechanism for most common type of soil problems, it is important to provide adequate surface drainage and drainage proposed improvement such as foundation and slab areas and other improvements that could adversely affected by water.

Table 1: Borehole Location and Description

Borehole

No.

Depth

(m)

Ground Water Level from ground surface (m)

Borehole Location

Date of Drilling Activities Latitude Longitude

BH-1 10 3.5m 9.19325 117.81555 SEPTEMBER 24, 2024

BH-2 10 3.0m 9.19305 117.8157167 SEPTEMBER 24, 2024

BH-3 10 3.0m 9.193166667 119.39903 SEPTEMBER 24, 2024

8.2 Laboratory Testing Program

Laboratory tests were performed on extracted borehole samples based on the Terms of Reference in order to acquire necessary information with regards to the physical and mechanical properties of the soil and rock layers and further on to evaluate and determine the parameters required for the calculations.

The following laboratory tests and their brief description were carried out on all samples from the site:

8.3 Grain Size Analysis (ASTM D422-63)

The size and quantity of individual particles found in particular soil is indicative of the performance characteristics of the soil. The percentage by weight of the material passing through each succession sieve is recorded.

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8.4 ASTM D-2487 Standard Classification of Soils for Engineering Purposes (USCS)

This standard described a system for classifying mineral and organo-mineral soils for engineering purposes based on laboratory determination of particle size characteristics, liquid limit and plasticity index of soil.

8.5 ASTM D-422 Standard Test Method for Particle Size Analysis of Soils

This test method covers the quantitative determination of the distribution of particle sizes in soils by sieving. The weight of soil retained on each sieve was obtained and recorded. For each sample analyzed, a gradation curve was drawn based on percent finer by weight.

8.6 ASTM D-4318 Standard Test Method for Liquid Limit, Plastic Limit and Plasticity

Index of Soils

Liquid Limit is defined as “the moisture content at which soil changes from liquid state to plastic state.”

Plastic Limit is the water content at which the soil begins to crumble when rolled up into threads with

3mm diameter. Plasticity Index (PI) is a measure of the plasticity of a soil. The plasticity index is the size of the range of water contents where the soil exhibits plastic properties.

The PI is the difference between the liquid limit and the plastic limit.

PI = LL-PL (1)

8.7 ASTM D-2216 Standard Test Method for Laboratory Determination of Water

(Moisture) Content of Soils and Rock by Mass These test methods cover the laboratory determination of the water (moisture) content by mass of soil, rock, and similar materials where the reduction in mass by drying is due to loss of water.