GEOTECHNICAL INVESTIGATION REPORT

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CONSTRUCTION OF TWO (2) STOREY DORMITORY (LADIES DORMITORY) AT BPSU ABUCAY CAMPUS

BATAAN PENINSULA STATE UNIVERSITY

(045) 963-1644 Pampanga

[email protected] Unit C & D Ground Floor UB Building 0933-037-4628/ 0925-864-3433 (SUN) Mac Arthur Highway, Brgy. Saguin, 0917-175-3433/ 0917-307-4211 (GLOBE) City of San Fernando,

BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN

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1. INTRODUCTION 1

2. FIELD AND LABORATORY TESTS 1

2.1. In - Situ Tests 2

2.2. Laboratory Tests 2

3. SUBSURFACE SOIL CONDITION 5

4. GEOTECHNICAL PARAMETERS BASED ON TEST RESULTS 5

5. FINDINGS AND EVALUATION 6

5.1. Recommended Seismic Design Criteria 6

5.2. Shallow Foundation 7

5.3. Lateral Earth Pressure 8

5.4. Slab on Grade and Pavement Design 8

6. LIMITATIONS 9

7. REFERENCES 9

● FINAL BORING LOG

● LABORATORY TEST RESULTS

● PICTURES

● BOREHOLE LOCATIONS PLAN

● GEOTECHNICAL ENGINEER'S PTR

APPENDICES

GEOTECHNICAL EVALUATION REPORT FOR THE CONSTRUCTION OF TWO (2) STOREY DORMITORY (LADIES DORMITORY) AT BPSU ABUCAY CAMPUS

BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN

BATAAN PENINSULA STATE UNIVERSITY

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

jbmamburam Page | 1

1. INTRODUCTION

This assessment of geotechnical conditions for The Construction of Two (2) Storey Ladies Dormitory-BPSU Abucay Campus at BPSU, Abucay Campus, Abucay, Bataan site was based on the findings gathered from the field and laboratory test conducted by Unified Geotest Laboratory.

The geotechnical investigation consisted of drilling three (3) boreholes within the project site and is shown in Table 1.1

Borehole

Number Structure Boring Depth (m)

Water Level Below Ground (m) 1

Dormitory

Building 15.0 Not Encountered

2 3

Table 1.1 Summary of Borehole Location

In this report are soil properties & strength parameters, seismic design criteria of the site, allowable bearing capacity for shallow foundation, lateral earth pressure coefficient, and among other geotechnical information.

2. FIELD AND LABORATORY TESTS

For soil – type materials, Standard Penetration Test (SPT) are perform at regular interval and disturbed soil samples are then retrieved after the test. Upon encountering rock – type formation, coring will then be employ to penetrate through the hard strata and extract rock samples.

All recovered soil and/or rock samples are taken to the soil laboratory for various

laboratory tests conforming to ASTM standards.

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

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2.1. In – Situ Tests

Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils (ASTM D 1586)

This test method describes the procedure, generally known as the Standard Penetration Test (SPT), for driving a split-barrel sampler to obtain a representative soil sample and a measure of the resistance of the soil to penetration of the sampler.

The SPT is perform by driving a standard split spoon sampler into the ground by blows from a drop hammer of mass 63.5 kg falling 760 mm (Figure 3.7). The sampler is driven 152 mm (6 in.) into the soil at the bottom of a borehole, and the number of blows (N) required to drive it an additional 304 mm is counted. The number of blows (N) is called the standard penetration number.

Standard Practice for Rock Core Drilling and Sampling of Rock for Site Investigation (ASTM D 2113)

Rock cores are samples of record of the existing subsurface conditions at given borehole locations. The samples was expected to yield significant indications about the geological, physical, and engineering nature of the subsurface for use in the design and construction of an engineered structure.

2.2. Laboratory Tests

Retrieved soil or cored samples at every interval are subject to the following laboratory tests in conformance with the procedures given in the current ASTM standards as described below:

Standard Test Method for Particle – Size Analysis of Soil (ASTM D 422)

This test method covers the quantitative determination of the distribution of particle sizes in soils. The distribution of particle sizes larger than 75 μm (retained on the No.

200 sieve) is determined by sieving.

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

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Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D 2216)

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 except as noted in 1.4, 1.5, and 1.7 of ASTM D 2216.

Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (ASTM D 4318)

These test methods cover the determination of the liquid limit, plastic limit, and the plasticity index of soils as defined in below.

Liquid Limit

The water content, in percent, of a soil at the arbitrarily defined boundary between the semiliquid and plastic states.

Plastic Limit

The water content, in percent, of a soil at the boundary between the plastic and semi- solid states.

Plasticity Index

The range of water content over which a soil behaves plastically. Numerically, it is the difference between the liquid limit and the plastic limit.

Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) (ASTM D 2487)

This practice describes 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 and shall be used when precise classification is required.

Standard Test Method for Determining Rock Quality Designation (RQD) of Rock Core (ASTM D 6032)

This test method covers the determination of the rock quality designation (RQD) as a

standard parameter in drill core logging.

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

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The RQD denotes the percentage of intact and sound rock retrieved from a borehole of any orientation. All pieces of intact and sound rock core equal to or greater than 100 mm (4 in.) long are summed and divided by the total length of the core run.

RQD = [ Σ(length of intact and sound pieces > 100 mm (4 in. ) ] × 100 % total core run length, mm

Rock Quality Designation (RQD)

Classification of Rock Quality

0 – 25 % Very Poor

25 – 50 % Poor

50 – 75 % Fair

75 – 90 % Good

90 – 100 % Excellent

Table 2.2.1 Classification of Rock Quality

Standard Test Method for Unconfined Compressive Strength of Intact Rock Core Specimens (ASTM D 2938)

A rock core sample is cut to length and the ends are machined flat. The specimen is placed in a loading frame and, if required, heated to the desired test temperature. Axial load is continuously increased on the specimen until peak load and failure are obtained.

Unconfined compressive strength of rock is used in many design formulas and is sometimes used as an index property to select the appropriate excavation technique.

It should be noted that no UCS were performed for rock samples which did not pass

the requirement as test specimen, e.g. not intact sample to fulfill the specified

dimensioning.

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

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3. SUBSURFACE SOIL CONDITION

The result of site specific geotechnical investigation suggests that the idealized ground stratigraphy as shown in Table 3.1

Stratum Depth (m) Description

1 0.0 – 3.0 Medium Stiff Sandy Silt with Low Plasticity 2 3.0 – 6.0 Stiff Sandy Silt with Low Plasticity 3 6.0 – 12.0 Very Stiff Sandy Silt with Low Plasticity 4 12.0 – 15.0 Hard Sandy Silt with Low Plasticity

Table 3.1 Idealized Ground Stratigraphy for BH-1 to BH-3

Ground Water Table (GWT) was not encountered in the boreholes.

4. GEOTECHNICAL PARAMETERS BASED ON TEST RESULTS

The SPT N-value are correlated to various properties and parameters of soil like; unit weight (γ

wet

& γ

sat

), relative density & consistency, angle of internal friction (φ`), undrained compressive strength (qu; c =

^qu

), and modulus of subgrade reaction (k

s

).

2

SPT N-value of cohesionless soils are correlated using Peck, Hanson, and Thornburn to determine its internal angle of friction, while for cohesive soils correlation were made using Terzaghi and Peck to determine the undrained cohesion. Other properties of soils were correlated to commonly used correlations in the literature.

Values are summarized in Table 4.1.

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

jbmamburam Page | 6

Stratum Depth (m) γ

wet

(kN/m

³

)

γ

sat

(kN/m

³

)

φ`

(deg)

c (kPa)

k

s

(MPa/m)

1 0.0 – 3.0 14 - - 55 8/B

2 3.0 – 6.0 16 - - 85 12/B

3 6.0 – 12.0 17 - - 100 15/B

4 12.0 – 15.0 18 - - 125 20/B

Table 4.1 Summary of Geotechnical Properties and Parameters for BH-1 to BH-3

For elastic deformation analysis, the Poisson’s Ratio µ=0.15 can be conservatively used in the design.

5. FINDINGS AND EVALUATION

5.1. Recommended Seismic Design Criteria

Based on National Structural Code of the Philippines (NSCP 2015) 7

^th

edition, the soil underneath the project site can be classified as shown in Table 5.1.1. The Philippine archipelago is located in a seismically active region. Thus, most of the country, except for Palawan, can be classified as under Seismic Zone IV (Z=0.4).

Parameters Value

Soil Profile Type S

D

Seismic Zone 4

Seismic Source Type A

Table 5.1.1 Recommended Seismic Design Parameters

The nearest seismic source that may directly affect the project site is the Iba Fault and

is approximately 55 kilometers from the site. Other seismic design parameters should

be obtained by the design engineer.

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

jbmamburam Page | 7

5.2. Shallow Foundation

A foundation is a structure that is built to transfer the weight and loads of the structure to the material below. This transfer must occur such that the soil below does not experience bearing capacity failure and/or excessive settlement to such magnitude that the integrity of the superstructure is compromise.

The net allowable bearing capacity for shallow foundation with embedment depth (D) to foundation least dimension (B) ratio of D/B ≤ 2.5 was calculated using Meyerhof’s Bearing Capacity Method with a Factor of Safety of FS = 3.0.

The magnitude of elastic settlement (ρ

e

) for shallow foundation is calculated using P.

W. Mayne & H.G. Poulos Method which approximates the displacement influence factors by simple numerical integration of elastic stress distribution.

The net allowable bearing capacity for Spread Footing with B ≤ 2.5 meters and ρ

e

≤ 25 millimeters are shown in Table 5.2.1.

Embedment Depth (m)

Net Allowable Static Bearing Capacity (kPa)

0.5 – 1.5 100

1.5 – 2.0 105

2.0 – 2.5 110

2.5 – 3.0 135

Table 5.2.1 Net Allowable Static Bearing Capacity of Spread Footing for BH-1 to BH-3

(isolated, combined, and strip footing)

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

jbmamburam Page | 8

5.3. Lateral Earth Pressure

The Coefficient of Lateral Earth Pressure (K

o

, K

a

and K

p

) was calculated based on the drainage characteristics of the soil. The calculated coefficients assumes a level ground, vertical back-faced wall and the friction angle between wall and soil (δ) δ=0.33φ.

Depth (m) Coefficient of Lateral Earth Pressure At Rest (K

0

) Active (K

a

) Passive (K

p

)

0.0 – 3.0 0.64 0.47 1.69

Table 5.3.1 Coefficient of Lateral Earth Pressure for BH-1 to BH-3

For cast-in-place walls, passive pressure may be neglected due to disturbance of soil during foundation excavation. Calculated active pressure should be increased by 20%

to account for additional compaction stress during construction. At rest lateral earth pressure coefficient (K

o

) should be used when structures adjacent to the wall are sensitive to lateral displacement.

5.4. Slab on Grade and Pavement Design

Subbase or subgrade soils beneath the slab on grade and pavement should be free

from organic and unsuitable materials. It should be compacted in lift (at most 300mm)

to a minimum of 95% of MDD (Maximum Dry Density). Other necessary specifications

should conform to DPWH Manual of Standard Specification (Vol. II Highways, Bridges

and Airports, 2004).

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Geotechnical Evaluation Report for The Construction of Two (2) Storey Ladies Dormitory- BPSU Abucay Campus

BATAAN PENINSULA STATE UNIVERSITY

jbmamburam Page | 9

6. LIMITATIONS

This report is based on the subsurface investigation carried out by Unified Geotest Laboratory. Should there be any differences in the soil stratifications encountered during the construction phase, or any differences in the understanding of the requirements of the project, the undersigned should be reached at [email protected] so that additional recommendations and/or corrections can be made.

JONATHAN MAMBURAM, MSCE Civil Engineer - Geotechnical PRC 0107781

7. REFERENCES

American Society for Testing and Materials International (ASTM).

Association of Structural Engineers of the Philippines (2015), National Structural Code of the Philippines (NSCP) Volume I 7

^th

Edition.

Department of Public Works and Highways (2004), Standard Specifications for Highways, Bridges and Airports Volume II.

http://faultfinder.phivolcs.dost.gov.ph/

Kulhawy, F. H. and Mayne, P. W. (1990), Manual on Estimating Soil Properties for Foundation Design, Cornell University

Bowles, J.E. (1997), Foundation Analysis and Design, 5th ed., The McGraw-Hill Companies Inc.

Mayne, P.W. and Poulos, H.G. (1999), Approximate Displacement Influence Factors

for Elastic Shallow Foundations.

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Client Name:

Project Title:

Location:

FINAL DEPTH: 15.00 m TEST REPORT NO.: UNI-SB-2210-1348

GROUND WATER ELEV.: - DATE STARTED: September 30, 2022

BOREHOLE: HOLE # 1 DATE FINISHED: October 01, 2022

WEATHER: Rainy Day DRILLED BY: Leomar Artica / Driller

0.00

WASH

1.05 BORING

1.50 1.50 SPT 0.45 - 5 4 6 10

WASH

2.55 BORING

3.00 3.00 SPT 0.45 - 5 7 7 14

WASH

4.05 BORING

4.50 4.50 SPT 0.40 - 8 7 9 16

WASH

5.55 BORING

6.00 6.00 SPT 0.40 - 9 9 8 17

WASH

7.05 BORING

7.50 7.50 SPT 0.35 - 10 11 11 22

WASH

8.55 BORING

9.00 9.00 SPT 0.35 - 12 13 15 28

WASH 10.05 BORING

10.50 10.50 SPT 0.35 - 16 15 15 30

WASH 11.55 BORING

12.00 12.00 SPT 0.35 - 16 18 19 37

WASH 13.05 BORING

13.50 13.50 SPT 0.30 - 20 21 26 47

WASH 14.55 BORING

15.00 15.00 SPT 0.30 - 23 24 27 51

LEGEND:

STANDARD PENETRATION TEST UNDISTURBED SAMPLING

CORING GROUND WATER ELEV.

Unit C & D Ground Floor UB Building, MacArthur Highway, Brgy. Saguin, City of San Fernando, Pampanga Mobile Nos. : 0933-037-4628/ 0925-864-3433 (SUN)/ 0917-175-3433 / 0917-307-4211 (GLOBE) Email add.: [email protected]

BATAAN PENINSULA STATE UNIVERSITY

Dark Brown, Sandy SILT, slightly plasticity

Brown, Sandy SILT, slightly plasticity ML

VERY STIFF TYPE OF

SAMPLING

FINAL BORING LOG

CONSTRUCTION OF TWO (2) STOREY DORMITORY (LADIES DORMITORY) AT BPSU ABUCAY CAMPUS

Geotest Laboratory

S-10 HARD

CONSISTENCY SPT BLOWS PER

15 cm N - VALUE

BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN

REMARKS SOIL DESCRIPTION

ML VERY STIFF S-5

Dark Brown, Sandy SILT, slightly plasticity ML Dark Brown, Sandy SILT, slightly

plasticity

S-9 HARD ML Brown, Sandy SILT, slightly

plasticity

S-6 ML

VERY STIFF

S-4 ML

Dark Brown, Sandy SILT, slightly plasticity SAMPLE

Number DEPTH

( m )

SAMPLING DEPTH

RECOVERY (m)

ML S-3

STIFF

VERY STIFF S-2

ML GROUP CLASSIFICATION

S-1 STIFF

RQD %

S-7 VERY STIFF ML Dark Brown, Sandy SILT, slightly

plasticity

DPWH-BRS Accredited Laboratory

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Client Name:

Project Title:

Location:

GROUND WATER ELEV.: - DATE STARTED: October 03, 2022

WEATHER: Sunny Day DRILLED BY: Leomar Artica / Driller

0.00

WASH

1.05 BORING

1.50 1.50 SPT 0.45 - 6 5 6 11

WASH

2.55 BORING

3.00 3.00 SPT 0.45 - 6 8 8 16

WASH

4.05 BORING

4.50 4.50 SPT 0.40 - 7 9 9 18

WASH

5.55 BORING

6.00 6.00 SPT 0.40 - 10 12 12 24

WASH

7.05 BORING

7.50 7.50 SPT 0.35 - 13 12 15 27

WASH

8.55 BORING

9.00 9.00 SPT 0.35 - 14 15 16 31

WASH 10.05 BORING

10.50 10.50 SPT 0.35 - 18 19 17 36

WASH 11.55 BORING

12.00 12.00 SPT 0.35 - 19 18 20 38

WASH 13.05 BORING

13.50 13.50 SPT 0.30 - 21 20 25 45

WASH 14.55 BORING

15.00 15.00 SPT 0.30 - 24 26 28 54

LEGEND:

S-7 HARD ML Dark Brown, Sandy SILT, slightly

plasticity

S-8 HARD ML Dark Brown, Sandy SILT, slightly

plasticity DEPTH

( m )

ML S-3

VERY STIFF

VERY STIFF S-2

S-1 STIFF

RQD %

S-4 ML

Brown, Sandy SILT, slightly plasticity

Brown, Sandy SILT, slightly plasticity SAMPLE

Number SOIL DESCRIPTION ^REMARKS

ML VERY STIFF S-5

Light Brown, Sandy SILT, slightly plasticity ML Brown, Sandy SILT, slightly

plasticity

Light Brown, Sandy SILT, slightly plasticity

plasticity

S-6 ML

VERY STIFF

Light Brown, Sandy SILT, slightly plasticity ML

SAMPLING

S-10 HARD

15 cm N - VALUE

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Client Name:

Project Title:

Location:

GROUND WATER ELEV.: - DATE STARTED: October 05, 2022

WEATHER: Sunny Day DRILLED BY: Leomar Artica / Driller

0.00

WASH

1.05 BORING

1.50 1.50 SPT 0.45 - 5 6 5 11

WASH

2.55 BORING

3.00 3.00 SPT 0.40 - 5 6 7 13

WASH

4.05 BORING

4.50 4.50 SPT 0.40 - 8 8 9 17

WASH

5.55 BORING

6.00 6.00 SPT 0.35 - 8 9 8 17

WASH

7.05 BORING

7.50 7.50 SPT 0.35 - 10 11 13 24

WASH

8.55 BORING

9.00 9.00 SPT 0.35 - 14 15 15 30

WASH 10.05 BORING

10.50 10.50 SPT 0.35 - 13 16 18 34

WASH 11.55 BORING

12.00 12.00 SPT 0.35 - 19 18 19 37

WASH 13.05 BORING

13.50 13.50 SPT 0.30 - 20 21 24 45

WASH 14.55 BORING

15.00 15.00 SPT 0.30 - 23 26 26 52

LEGEND:

plasticity

S-8 HARD ML Light Brown, Sandy SILT, slightly

plasticity DEPTH

( m )

ML S-3

STIFF

VERY STIFF S-2

S-1 STIFF

RQD %

S-4 ML

Brown, Sandy SILT, slightly plasticity SAMPLE

Number SOIL DESCRIPTION ^REMARKS

ML VERY STIFF S-5

Brown, Sandy SILT, slightly plasticity ML Brown, Sandy SILT, slightly

plasticity

S-6 ML

VERY STIFF

Brown, Sandy SILT, slightly plasticity ML

SAMPLING

S-10 HARD

15 cm N - VALUE

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Project Title :

Location :

Client Name :

Kind of Sample : Test Report No. :UNI-SB-2210-1348

Sampled at : Jobsite Date Received :October 08, 2022

Sampled by : Date Tested :October 08, 2022

Date Drilled : Tested by :R. Castillo

Spec's Item No. : Original Weight, gm. 192

Fineness Modulus : 138

Natural Moisture Content : 39.13 43

In. / No. mm

1 1/2" 37.5 138 100.00

1" 25 138 100.00

3/4" 19 138 100.00

1/2" 12.5 138 100.00

3/8" 9.5 138 100.00

#4 4.75 138 100.00

#10 2 138 100.00

#40 0.425 123 89.13

#200 0.075 95 68.84

Liquid Limit 48.73

mm Plastic Limit 32.20

4.75 100.00 Plasticity Index 16.53

2 100.00 Group Symbols ML

0.425 89.13 Soil Description Sandy SILT

0.075 68.84

Test report are based on sample taken from site.

TEST REPORT ON SIEVE ANALYSIS BATAAN PENINSULA STATE UNIVERSITY

BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN

Sieve Size

Wt. Retained, gm

Cumulative

Specification Wt. passing, gm. % Retained % Passing

ASTM D-422 Soil ( Hole 1 , Sample 1 )

Leomar Artica / Driller

Oven Dry Weight, gm.

Washed Oven dry Weight, gm.

September 30, 2022

0.00

0.0 0.00

0.0

0.0 0.00

15.0 10.87

28.0 31.16

Geotest Laboratory REMARKS:

PAN 0.0

10

WASH LOSS 95.0

TOTAL 138.0

40 200

Sieve Size

% Passing No.

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

GRAIN SIZE IN MILLIMETERS P

E R C E N T F I N E R

U.S. STANDARD SIEVE SIZE

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Project Title :

Location :

Client Name :

Sampled at : Jobsite Date Received : October 08, 2022

Sampled by : Date Tested : October 08, 2022

Date Drilled : Tested by : R. Castillo

In. / No. mm

1 1/2" 37.5 164 100.00

1" 25 164 100.00

3/4" 19 164 100.00

1/2" 12.5 164 100.00

3/8" 9.5 164 100.00

#4 4.75 164 100.00

#10 2 164 100.00

#40 0.425 159 96.95

#200 0.075 139 84.76

Liquid Limit 49.07

0.075 84.76

TEST REPORT ON SIEVE ANALYSIS ASTM D-422

Soil ( Hole 1 , Sample 2 ) Leomar Artica / Driller September 30, 2022

BATAAN PENINSULA STATE UNIVERSITY BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN

Sieve Size

Cumulative

0.0 0.00

5.0 3.05

20.0 15.24

PAN 0.0

WASH LOSS 139.0

TOTAL 164.0

Sieve Size

Geotest Laboratory 10

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

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Project Title :

Location : BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN

Client Name :

Sampled at : Jobsite Date Received : October 08, 2022

Sampled by : Date Tested : October 08, 2022

Date Drilled : Tested by : R. Castillo

In. / No. mm

1 1/2" 37.5 132 100.00

1" 25 132 100.00

3/4" 19 132 100.00

1/2" 12.5 132 100.00

3/8" 9.5 132 100.00

#4 4.75 132 100.00

#10 2 130 98.48

#40 0.425 127 96.21

#200 0.075 119 90.15

Liquid Limit 49.31

0.075 90.15

Sieve Size

Cumulative

0.0 0.00

2.0 1.52

3.0 3.79

8.0 9.85

PAN 0.0

WASH LOSS 119.0

TOTAL 132.0

Sieve Size

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

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Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 169 100.00

1" 25 169 100.00

3/4" 19 169 100.00

1/2" 12.5 169 100.00

3/8" 9.5 169 100.00

#4 4.75 169 100.00

#10 2 169 100.00

#40 0.425 156 92.31

#200 0.075 132 78.11

Liquid Limit 49.10

0.075 78.11

Sieve Size

Cumulative

0.0 0.00

13.0 7.69

24.0 21.89

PAN 0.0

WASH LOSS 132.0

TOTAL 169.0

Sieve Size

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

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Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 163 100.00

1" 25 163 100.00

3/4" 19 163 100.00

1/2" 12.5 163 100.00

3/8" 9.5 163 100.00

#4 4.75 163 100.00

#10 2 163 100.00

#40 0.425 156 95.71

#200 0.075 138 84.66

Liquid Limit 49.02

0.075 84.66

Sieve Size

Cumulative

0.0 0.00

7.0 4.29

18.0 15.34

PAN 0.0

WASH LOSS 138.0

TOTAL 163.0

Sieve Size

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0 GRAIN SIZE IN MILLIMETERS

P E R C E N T F I N E R

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Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 185 100.00

1" 25 185 100.00

3/4" 19 185 100.00

1/2" 12.5 185 100.00

3/8" 9.5 185 100.00

#4 4.75 185 100.00

#10 2 185 100.00

#40 0.425 176 95.14

#200 0.075 152 82.16

Liquid Limit 48.78

0.075 82.16

Sieve Size

40 200 REMARKS:

4

24.0 17.84

PAN 0.0

WASH LOSS 152.0

TOTAL 185.0

0.0 0.00

9.0 4.86

0.0 0.00

Sieve Size

Cumulative

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

(21)

Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 136 100.00

1" 25 136 100.00

3/4" 19 136 100.00

1/2" 12.5 136 100.00

3/8" 9.5 136 100.00

#4 4.75 136 100.00

#10 2 136 100.00

#40 0.425 134 98.53

#200 0.075 128 94.12

Liquid Limit 49.92

0.075 94.12

Sieve Size

40 200 REMARKS:

4

6.0 5.88

PAN 0.0

WASH LOSS 128.0

TOTAL 136.0

0.0 0.00

2.0 1.47

0.0 0.00

Sieve Size

Cumulative

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

(22)

Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 163 100.00

1" 25 163 100.00

3/4" 19 163 100.00

1/2" 12.5 163 100.00

3/8" 9.5 163 100.00

#4 4.75 161 98.77

#10 2 160 98.16

#40 0.425 156 95.71

#200 0.075 143 87.73

Liquid Limit 48.96

0.075 87.73

BPSU, ABUCAY CAMPUS, ABUCAY, BATAAN BATAAN PENINSULA STATE UNIVERSITY

Sieve Size

Cumulative

0.0 0.00

2.0 1.23

1.0 1.84

4.0 4.29

13.0 12.27

PAN 0.0

WASH LOSS 143.0

TOTAL 163.0

Sieve Size

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

(23)

Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 211 100.00

1" 25 211 100.00

3/4" 19 211 100.00

1/2" 12.5 211 100.00

3/8" 9.5 211 100.00

#4 4.75 211 100.00

#10 2 211 100.00

#40 0.425 187 88.63

#200 0.075 147 69.67

Liquid Limit 49.02

0.075 69.67

Sieve Size

Cumulative

0.0 0.00

24.0 11.37

40.0 30.33

PAN 0.0

WASH LOSS 147.0

TOTAL 211.0

Sieve Size

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

(24)

Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 176 100.00

1" 25 176 100.00

3/4" 19 176 100.00

1/2" 12.5 176 100.00

3/8" 9.5 176 100.00

#4 4.75 176 100.00

#10 2 176 100.00

#40 0.425 170 96.59

#200 0.075 156 88.64

Liquid Limit 49.06

0.075 88.64

Sieve Size

Cumulative

0.0 0.00

6.0 3.41

14.0 11.36

PAN 0.0

WASH LOSS 156.0

TOTAL 176.0

Sieve Size

40 200 REMARKS:

4

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

(25)

Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 123 100.00

1" 25 123 100.00

3/4" 19 123 100.00

1/2" 12.5 123 100.00

3/8" 9.5 123 100.00

#4 4.75 123 100.00

#10 2 122 99.19

#40 0.425 113 91.87

#200 0.075 97 78.86

Liquid Limit 49.62

0.075 78.86

40 200

Sieve Size

4

Geotest Laboratory REMARKS:

PAN 0.0

10

WASH LOSS 97.0

TOTAL 123.0

9.0 8.13

16.0 21.14

0.0 0.00

1.0 0.81

0.0 0.00

0.00

0.0 0.00

0.0

ASTM D-422 Soil ( Hole 2 , Sample 1 )

Leomar Artica / Driller

October 03, 2022

Sieve Size

Cumulative

TEST REPORT ON SIEVE ANALYSIS BATAAN PENINSULA STATE UNIVERSITY

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

(26)

Project Title :

Location :

Client Name :

In. / No. mm

1 1/2" 37.5 143 100.00

1" 25 143 100.00

3/4" 19 143 100.00

1/2" 12.5 143 100.00

3/8" 9.5 143 100.00

#4 4.75 143 100.00

#10 2 143 100.00

#40 0.425 140 97.90

#200 0.075 131 91.61

Liquid Limit 49.21

0.075 91.61

Sieve Size

40 200 REMARKS:

4

9.0 8.39

PAN 0.0

WASH LOSS 131.0

TOTAL 143.0

0.0 0.00

3.0 2.10

0.0 0.00

Sieve Size

Cumulative

Soil ( Hole 2 , Sample 2 ) Leomar Artica / Driller October 03, 2022

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

0.0 0.0

0.1 1.0

10.0 100.0

1000.0

GEOTECHNICAL INVESTIGATION REPORT - Bataan Peninsula State University

CONSTRUCTION OF TWO (2) STOREY DORMITORY (LADIES DORMITORY) AT BPSU ABUCAY CAMPUS