DRAWINGS WALL REPAIR DAMSCUS.pdf

Client

Mohammed Abushamat-Regional Support Unit (RSU) Project type

Civil Work

Consultant

SYRIAN ARAB REPUBLIC

Damascus

Address

ERGA GROUP OVERSEAS

1 0 0 % C o n s t r u c t i o n R e p o r t - R 0 1

Head Office

Tel: [961 -4]524124 [961-3]502277

Fax: [961-4]524224 POBox 70344 Antelias Email: erga@erga.com http://www.erga.com

Beirut. Paris.Riyadh. Dubai

Mar-05-2024 May-05-2024

100% Construction Report - Embassy Perimeter Walls - Damascus

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1 General Information 4

1.1 Project Details 4

1.1.1 Project Description 5

1.1.2 Project Information 6

2 Executive Summary 7

2.1 Executive Summary 7

2.1.1 Overall Progress Summary 8

2.1.2 Summary Conclusions 9

3 Contract Phases 10

3.1 Contract Phases 10

3.3.1 Project Phases List 11

3.3.2 Project Phases Engineers 12

4 Planning 13

4.1 Project Planning 13

4.1.1 Project Schedule 14

4.1.2 Critical and Outstanding Issues 16

5 Data Collection 17

5.1 Data Collection 17

05.1.1 05.1.2 05.1.2.1 05.1.2.2 05.1.2.3 05.1.2.4 05.1.2.5 05.1.2.6 05.1.2.7 05.1.2.8 05.1.2.9

ACTS Survey Drawings ACTS Test Results Q26933_GIR001 - Damascus Embassy Walls- Rev.00 (1) Liquid Penetrant for USA Embassy Syria ACTS-2400475 Compressive Strength of Concrete Cores ACTS-2400475 Corrosion Test for US-Embassy Syria ACTS-2400475 Depth of Carbonation ACTS-2400475 Half Cell Potential ACTS-2400475 Rebound Number of Hardened Concrete ACTS-2400475 Sulfate and chloride in concrete ACTS-2400475 Tensile Test

05.1.2.10 05.1.2.11

ACTS-2400475 Steel Bar ACTS-2400475 Steel Scanning Condition Assessment of Reinforced Concrete Structures

162 05.1.2.12

Table of C o n t e n t s

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05.1.3.1 ACTS Photos - Ambassador's House South Garden Wall 269

05.1.3.2 ACTS Photos - Ambassador's House North of Tennis Court Wall 345

05.1.3.3 ACTS Photos - Embassy Western Courtyard Wall 444

05.1.3.4 ACTS Photos - Existing Brace Footings and Base Plates 468

05.1.3.5 Photos received Originally from Client Team 496

6 Design Verification and Strengthening 569

06.1 Design

6.1.1 Significant Design Issues

6.1.2 Calculations

6.1.2.1 Existing Embassy Western Courtyard Perimeter Wall - Design Verification

6.1.2.2 Existing Ambassador’s House N of Tennis Court Wall - Design Verification

6.1.2.3 Existing Ambassador’s House S Garden Perimeter Wall – Design Verification

6.1.2.4 Existing Embassy Western Courtyard Perimeter Wall – Strengthening

6.1.2.5 Existing Ambassador’s House N of Tennis Court Perimeter Wall – Strengthening

6.1.2.6 Existing Ambassador’s House S Garden Perimeter Wall – Strengthening

6.1.3 Budget Estimate

6.1.3.1 Embassy Western Courtyard Wall - Strengthening Budget Estimate

6.1.3.2 Ambassadors' House N of Tennis Court Wall - Strengthening Budget Estimate

6.1.3.3 Ambassadors' House S of Tennis Court Wall - Strengthening Budget Estimate 732

7 Drawings 733

7.1 Drawings 733

7.1.1 Drawings

7.1.2 Proposed new Concrete walls and picket Fence Details

7.1.3 Anti-Ram wall Details

7.1.4 Anti-Climb Fence Details

8 Correspondence 747

08.1.1 Correspondence 748

Table of C o n t e n t s

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P A R T 6

P A R T 7

P A R T 8

05.1.3 Photos

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G e n e r a l I n f o r m a t i o n

Project Details01.1 Project Description01.1.1 Project Information01.1.2

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Project Description

424001.1.1 Project Description

The intent of this project is to investigate the structural integrity of 3 perimeter wall sections as well as to develop a method for construction works to re-establish the structural integrity and to mitigate the deficiencies.

The lengths of the perimeter walls, in the three locations, are of approximately 30 meters each. The three sites are as follows:

1- Site one (inside the embassy) 2- Site two within the ambassador's house (south garden) 3- Site three, within the ambassador's house (north of tennis court)

The embassy is located in an area that mediates Al-Rawda Roundabout and Al- Maliki Roundabout, near the Italian and Chinese embassies.

First work site is located within the western courtyard at the embassy, which is used as a parking garage and public services area. Cranes and vehicles are possible to enter this site, but the maximum height provided by the entrance gate must be taken into account.

As for, the ambassador's house, located in the Al-Rawda area, a five-minutes’ walk from the embassy location, where the house is located in the middle of Ziyad Ibn Abi Sufyan Street. The ambassador's house has a gate that is used for entrance of vehicles and individuals. The entry of vehicles to the second site is limited and cannot exceed the limits of the western and southern gardens, due to the damage that the vehicles will cause to the green grass area in these two parks, while it is impossible for the vehicles to reach the third site at all from the inside.

Description

Erga outsourced ACTS Lebanon to perform an on site survey, including topographic and existing structures measurements and scans, taking samples and testing for existing concrete and steel members, excavation for foundation measurements and evaluation, then issuing Geotechnical and existing concrete assessment reports and related test results.

Based on data collected on site, Erga is providing structural design verification for the existing steel bracing and existing concrete walls, in order to evaluate their existing strength, against current codes and standards.

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Project Information

424001.1.2 Project Information

20234240SY

Civil Work

Damascus

SYRIAN ARAB REPUBLIC

Active

Mohammed Abushamat-Regional Support Unit (RSU) 0.00

0.00

0.0000

$0

0.00

Yes

Zone

Lot Number Contact

Enabled

Built Up m2

Total Occupation Factor

Surface Occupation Factor

Lot Area m2

Started On 22/01/2024

Ended On 21/05/2024

Remarks

Construction Cost

StatusCountry

City

Address

TYPE

Reference

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E x e c u t i v e S u m m a r y

02.1 Executive Summary

02.1.1 Overall Progress Summary

02.1.2 Major Activities

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1- ACTS teams went on site for topographic survey, existing structure measurements, and sample extraction for testing.

2- ACTS team issued several daily reports describing tasks achieved during site investigation, along with few pictures (see Photos section below).

3- Erga followed up, almost on a daily basis to make sure progress is being made and meeting up with schedule.

02.1.1 Overall Progress Summary

4- ACTS teams faced a few hurtles related to permission needed for external investigation.

5- Pictures received for existing foundation show rubble walls (Rakkeh) supporting existing concrete walls, built-up from deep bearing layer up to a level below finish grade, topped with a tie-beam, itself supporting the concrete walls above.

Executive Summary

6- ACTS, on site survey teams, provided topographic survey and existing structures measurements (see section 5).

7- ACTS lab team provided test results for the samples taken on site. In addition, ACTS provided the Geotechnical report and existing concrete structural assessment report (see section5).

8- Following receipt of all aforementioned data, Erga performed a structural design verification of the existing structures both for the existing steel fences, and for the existing concrete walls, in all three locations (see calculation in section 6.1.2).

Summary Conclusion:

Based on pictures received, test data and calculations conducted, all Walls's structural system parameters are deficient and do not meet current code requirements. In addition, existing foundation walls (Rubble walls) supporting existing concrete walls are inadequate per current standards.

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Executive Summary

424002.1.2 Summary Conclusions

1- Data received from site was issued with the 35% construction phase report 2- Current phase included verification of existing steel fences, for each of the locations, and verification of the existing concrete walls supporting steel fences, using measurement information retrieved from site and results from tests conducted.

3- Based on site survey, test results and structural assessment, it is concluded that the existing situation is not per current standards, with following summary:

- Existing embassy west courtyard reinforced concrete wall has good compressive strength, despite apparent cracks and deterioration all along. But foundation is weak.

- Existing embassy west courtyard steel fence has several members, overstressed, knowing that the base plate connections to concrete wall are inadequate and deteriorate.

- Existing Ambassador's house north of tennis court reinforced concrete wall has bad compressive strength with apparent cracks, with inadequate and weak rubble wall foundation system.

- Existing Ambassador's house north of tennis court fence has several members overstressed, knowing that the base plate connections to concrete wall are inadequate and deteriorating.

- Existing Ambassador's house south garden reinforced concrete wall has bad compressive strength with apparent cracks, with inadequate and weak rubble wall foundation system.

- Existing Ambassador's house south garden steel fence has several members overstressed, knowing that the base plate connections to concrete wall are inadequate and deteriorating.

Based on the above summary, the following solutions are proposed for client evaluation and decision.

Options available are:

1. Keep existing systems in place, repair existing concrete walls and strengthen existing steel members by providing adequate steel bracing and adequate anchorage connections.

Concurrently, injection or compaction grouting could be used for strengthening the existing rubble walls, which would involve injecting a grout material under pressure into the soil beneath or around the foundation to improve its stability and load-bearing capacity.

The injection process Includes:

• Drilling a small diameter casing around the perimeter of the foundation or through the foundation itself to access the soil beneath. The grout is then injected under pressure through the casing into the soil. This process continues until the desired amount of grout has been introduced or until the termination criteria has been achieved. The casing is removed in sections as the grout is injected.

• Throughout the process, the structure is monitored for any movement or changes.

• Typically, a high viscosity (high slump), low strength grout is used for these purposes.

Still, despite repairs, this option would not meet current codes and standards due to very low existing concrete strength for both Ambassador's house walls and due to instability of all existing walls against lateral loads.

2. Total replacement for all three existing walls and related steel fences atop. Technically best solution, but difficult to implement, on site, due to constraints and equipment inaccessibility issues from inside and outside.

3. Short of replacing the existing systems, it is proposed to build new reinforced concrete walls, on the inside of each location, topped with new steel picket fence per OBO standards while keeping the existing structures (steel and concrete) in place. Those new walls will either be supported on cyclopean concrete, going down to better soil, or will be supported on piling if accessibility is available for related equipment. The proposed new concrete wall will also serve the function of providing additional stabilization of the existing walls, outside of adding diagonal bracing.

4. Attached in section 6, is the proposed picket fence details provided for Client agreement, in case option 3 is chosen. In that case, a new separate phase, not part of this contract, can be initialed, for design of new concrete wall topped by new picket fences on top, compliant with OBO requirements, thus providing related design and budget estimate.

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C o n t r a c t P h a s e s

03.1 Contract Phases

03.1.1 Project Phase List

03.1.2 Project Phases Engineers

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Contract Phases

PhaseID End Date

4240-EO01

PHASES

4240-EO01-00CF 35% Construction Documents 23/02/2024 03/04/2024 4240-EO01-01CF 90% Construction Documents 04/04/2024 11/05/2024 4240-EO01-02CF 100% Construction Documents 12/05/2024 21/05/2024

03.1.1 Project Phases List

Description Start Date

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Name

4240-EO01

PHASES

Elie Abou Ghazaleh Chief Operating Officer Elias Moussa Project Design Director Alfred Riachy Head of Planning Department

3.1.2 Project Phases Engineers

Title

Tannous Akle Head of of Quantity Survey Department

Contract Phases

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P l a n n i n g

04.1 Project Planning

04.1.1 Project Schedule

04.1.2 Critical and Outstanding Issues

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424004.1.1 Project Schedule

Project Planning

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Activity ID Activity Name Original Duration

Start Finish

TotalTotal 120days 22-01-2024 21-05-2024

Site WoSite Work 32days 22-01-2024 22-02-2024 EMB. WEMB. WESTERN COURTYARD WALL, HOUSE SOUTH GARDEN WALL, HOUSE NORTH OF TENNIS COURT WALL 32days 22-01-2024 22-02-2024 Topo , Topo , Geotechnical Survey & Testing 32days 22-01-2024 22-02-2024 G1000 Start of the Project 0days 22-01-202 G1010 Mobilization /Clearances 7days 22-01-2024 28-01-2024 G1020 Work on Site 15days 29-01-2024 12-02-2024 G1030 Survey & Test Results 5days 13-02-2024 17-02-2024 G1040 Final Site Work Report 5days 18-02-2024 22-02-2024

Office WOffice Work 88days 23-02-2024 21-05-2024 EMB. WEMB. WESTERN COURTYARD WALL, HOUSE SOUTH GARDEN WALL, HOUSE NORTH OF TENNIS COURT WALL 88days 23-02-2024 21-05-2024 35% Co35% Construction Documents 40days 23-02-2024 03-04-2024 A1000 Erga 35% Design 40days 23-02-2024 02-04-2024 A1005 Monthly Progress Report-35% 5days 29-03-2024 02-04-2024 A1007 Quality Assurance and Control 5days 29-03-2024 02-04-2024 A1010 Owner Review and Approval 0days 03-04-2024 03-04-2024

90% Co90% Construction Documents 38days 03-04-2024 11-05-2024 A1040 Erga 90% Design 38days 03-04-2024 10-05-2024 A1045 Monthly Progress Report-90% 6days 04-05-2024 10-05-2024 A1047 Quality Assurance and Control 6days 04-05-2024 10-05-2024 A1050 Owner Review and Approval 0days 11-05-2024 11-05-2024

100% F100% Final Construction Document Submittals 10days 11-05-2024 21-05-2024 A1060 Erga 100% Design 10days 11-05-2024 20-05-2024 A1070 Owner Review and Approval 0days 21-05-2024 21-05-2024

-1 1 2 3 4 5 6 7 8 Jan Feb Mar Apr May Jun Jul Aug Sep

22-01-2024 21-05-2024, Total

22-01-2024 22-02-2024, Site Work 22-01-2024 22-02-2024, EMB. WESTERN COURTYARD WALL, HOUSE SOUTH GARDEN WALL, HOUSE NORTH OF TENNIS COURT WALL 22-01-2024 22-02-2024, Topo , Geotechnical Survey & Testing

22-01-2024* Start of the Project, 22-01-2024 28-01-2024, Mobilization /Clearances

29-01-2024 12-02-2024, Work on Site 13-02-2024 17-02-2024, Survey & Test Results

18-02-2024 22-02-2024, Final Site Work Report 23-02-2024 21-05-2024, Office Work

23-02-2024 21-05-2024, EMB. WESTERN COURTYARD WALL, HOUSE SOUTH GARDEN WALL

23-02-2024 03-04-2024, 35% Construction Documents

23-02-2024 02-04-2024, Erga 35% Design 29-03-2024 02-04-2024, Monthly Progress Report-35% 29-03-2024 02-04-2024, Quality Assurance and Control

03-04-2024 03-04-2024, Owner Review and Approval 03-04-2024 11-05-2024, 90% Construction Documents

03-04-2024 10-05-2024, Erga 90% Design 04-05-2024 10-05-2024, Monthly Progress Report-90% 04-05-2024 10-05-2024, Quality Assurance and Control

11-05-2024 11-05-2024, Owner Review and Approval 11-05-2024 21-05-2024, 100% Final Construction Document Submittals

11-05-2024 20-05-2024, Erga 100% Design 21-05-2024 21-05-2024, Owner Review and Approval

Damascus Perimeter Walls

DAMASCUS - SYRIYA

Prepared By : Alfred Riachy Checked By : Elias Moussa

DPW-Schedule-R00 Date of Revision :23-January-2024

Remaining Work Critical Remaining Work Milestone Summary

Page 1 of 1 Calendar is based on 7 working days per week (Calendar days).

The schedule shows durations for approvals by owner (0 days) ; the schedule will be adjusted as necessary to align with the required timeframes.

Permit file excluded from Erga's Scope of Work.

This document cannot be used for any dispute unless attached with the updated version.

ERGA GROUP OVERSEAS sal, cr#875 Beirut, Lebanon Naccache, Mar Mansour Str. Gebrayel bldg.

Tel: +961 4 524124 fax: +961 4 524224 POBOX: 70344 Antelias

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424004.1.2 Critical and Outsdanding Issues

No permission was obtained from local authorities, for external investigation at embassy courtyard wall location.

Project Planning

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D a t a C o l l e c t i o n

05.1 Data Collection

05.1 Data Collection

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05.1.1 ACTS Survey Drawings

05.1.2 ACTS Test Results

05.1.2.1 Q26933_GIR001 - Damascus Embassy Walls- Rev.00 (1)

05.1.2.2 Liquid Penetrant For USA Embassy Syria

05.1.2.3 ACTS-2400475 Compressive Strength of Concrete Cores

05.1.2.4 ACTS-2400475 Corrosion Test for US-Embassy Syria

05.1.2.5 ACTS-2400475 Depth of Carbonation

05.1.2.6 ACTS-2400475 Half Cell Potential

05.1.2.7 ACTS-2400475 Rebound Number of Hardened Concrete

05.1.2.8 ACTS-2400475 Sulfate and chloride in concrete

05.1.2.9 ACTS-2400475 Tensile Test

05.1.2.10 ACTS-2400475 Steel Bar

05.1.2.11 ACTS-2400475 Steel Scanning

05.1.2.12 Condition Assessment of Reinforced Concrete Structures

05.1.3 Photos

05.1.3.1 ACTS Photos - Ambassador's House North of Tennis Court Wall

05.1.3.2 ACTS Photos - Ambassador's House South Garden Wall

05.1.3.3 ACTS Photos - Embassy Western Courtyard Wall

05.1.3.4 ACTS Photos - Existing Brace Footings and Base Plates

05.1.3.5 Photos received Originally from Client Team

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424005.1.1 ACTS Survey Drawings

Data Collection - Survey Drawings

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424005.1.1 ACTS Survey Drawings

Data Collection - Survey Drawings

- Ambassador's House North of the Tennis Court Wall 4240C-T401

- Ambassador's House South Garden Wall 4240C-T402

- Embassy Western Courtyard Wall 4240C-T403

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424005.1.2 ACTS Test Results

Data Collection - Test Results

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424005.1.2.1 Q26933_GIR001 - Damascus Embassy Walls- Rev.00 (1)

ERGA MANAGEMENT

Damascus Embassy Walls

Geotechnical Interpretive Report

Q26933_GIR001_Rev.00

28/02/2024

Document Control

Client Name : ERGA MANAGEMENT

Project Name: Damascus Embassy Walls

Report Title: Geotechnical Interpretive Report

Report Ref.: Q26933_GIR001_Rev.00

Details of Issue: Initial Report – Rev.00

Date: 28/02/2024

File Location: ACTS\Admin # ‐ Geo Leb\2024\Lebanon\Q26933 ‐ DAMASCUS EMBASSY

WALLS\02 Reports\Q26933_GIR001 ‐ Damascus Embassy Walls‐ Rev.00.

Document Checking:

Revision Date Prepared By: Checked By: Approved By:

00 29.02.2024 Mohamad Mtayrek Michel Saad Elie Khairallah

Geotechnical Interpretive Report

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Table of Content

Contents

1 INTRODUCTION

1.1 General

1.2 Project & Site Description

1.3 Report Limitations

2 FIELD WORKS

2.1 Summary of Field Works

2.2 Project Resources and Organization

2.3 Surveying – Setting Out

2.4 Sampling

2.4.1 Bulk Disturbed Samples

2.5 Logging Procedure

2.6 Backfilling of the Trial Pits

3 REGIONAL GEOLOGY

4 LOCAL GEOLOGY AND GROUND CONDITIONS

4.1 General

4.2 Ground Water

5 LABORATORY TESTING

5.1 General

6 GROUND MODEL

6.1 Strength and Stiffness Parameters

7 TERZAGHI’S BEARING CAPACITY THEORY

8 CONCRETE DURABILITY REQUIERMENTS

List of Tables Table 1: Borehole Details Table 2: Connotation for Lithological Units Table 3: List of Laboratory Tests Table 4: Summary of Lab Test Results

List of Figures Figure 1: Project Site Location from Google Earth Figure 2: Ambassador's House South Garden Wall Figure 3: Ambassador's House North of Tennis Court Wall Figure 5: Embassy Western Courtyard Wall

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Table of Content

Figure 6: Geological Map by central establishment of geology and mineral resources (1964), Expected Formations in Damascus Figure 7: Structural Map of Syria

List of Appendices Appendix A – Trial Pit Logs & Photos Appendix B – Laboratory Results

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Q26933_GIR001_Rev.00 Page | 1

1 INTRODUCTION

1.1 General

At the request of ERGA MANAGEMENT, Advanced Construction Technology Services (ACTS) have carried out a survey ground investigation campaign at the “Damascus Embassy Walls” project.

The project site area is located in Damascus, Syria.

The current document is the geotechnical interpretive report, encompassing the factual data obtained from the on‐site geotechnical exploration and the subsequent laboratory tests, all of which are detailed in the following sections. The field works for this report started on the February 11th, 2024 and were completed on February 17th, 2024.

1.2 Project & Site Description

The project involves conducting a ground investigation in U.S Embassy of Syria. Figure 1 below represents an aerial view of the project site location from Google Earth.

Figure 1: Project Site Location from Google Earth

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The site is divided to 3 area as presented below:

Figure 2: Ambassador's House South Garden Wall

Figure 3: Ambassador's House North of Tennis Court Wall

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Figure 4: Embassy Western Courtyard Wall

1.3 Report Limitations

This geotechnical analysis report has been prepared with generally accepted geotechnical and foundation practices. No other warranty, expressed or implied, is made. Moreover, the below findings and recommendations are applicable only for the said project – Damascus Embassy Walls‐ Syria the findings and recommendations provided in this engineering report are based on the results of the field investigations, trial pit drilling/in‐situ testing, laboratory testing and data delivered at the time of preparation of the report. It should be noted that findings of the ground investigation campaign depict subsurface conditions only at the specific locations and times of sampling. The designated boundaries between strata, are approximate and may vary across the site.

ACTS holds no responsibility for possible variations in the subsurface conditions not revealed by the factual report and thus, not accounted for in this interpretive report. Should any variation or undesirable conditions be encountered during construction works or later stages, ACTS should be notified in order to review the findings mentioned herein.

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2 FIELD WORKS

The completed field works for the proposed project covers a total of eight (08) Nos. of trial pits excavated to a depth varying between 1m and 2.4m bEGL.

The list of completed exploratory holes along with their respective as built‐coordinates, and depths are presented in Table 1.

Table 1: Borehole Details

BH No. Start Date End Date Easting [m UTM]

Northing [m UTM]

Elevation [m MSL]

Depth [m]

TP ‐ 01 11/2/2024 12/2/2024 247,849.51 3,712,316.58 +708.0 2.10

TP – 02 11/2/2024 12/2/2024 247,859.83 3,712,327.41 +708.0 2.40

TP – 03 11/2/2024 12/2/2024 247,870.80 3,712,327.12 +708.0 1.50

TP – 04 14/2/2024 14/2/2024 247,872.52 3,712,375.17 +709.0 1.20

TP – 05 14/2/2024 14/2/2024 247,879.21 3,712,375.00 +709.0 1.00

TP – 06 15/2/2024 15/2/2024 247,885.70 3,712,376.68 +709.0 1.30

TP – 07 16/2/2024 15/2/2024 247,466.96 3,712,420.95 +726.0 1.95

TP ‐ 08 17/2/2024 17/2/2024 247,479.25 3,712,416.93 +726.0 2.00

2.1 Summary of Field Works

The site works completed on the project site is summarized as follows:

A. Drilling eight (08) Nos. of trial pits manually having maximum depth of 2.40m below the existing foundation level with soil and rock sampling.

B. Backfilling the trial pit with arisings.

2.2 Project Resources and Organization

In order to complete the above scope, ACTS mobilized to the project site the necessary tools and competent personnel in order to supervise, coordinate the site activities, collecting samples and to carry out the required in‐situ tests, if any.

2.3 Surveying – Setting Out

The coordinates of the exploratory holes were provided and specified by ERGA MANAGEMENT. Setting out was carried out by ACTS in accordance with American Standards using a DGPS system connected to QCORS with an accuracy less than 30 cm did setting out at each location. The above survey is in accordance with Universal Transversal Mercator coordinate system (UTM) for the reported horizontal coordinates and Mean Sea Level (MSL) for the reported elevations.

2.4 Sampling

Sampling of soil was carried out in accordance with BS 5930: 2015. The project number, trial pit number, depth of sample, and the date of sampling labeled the retrieved samples. The retrieved samples were transferred to ACTS’ Warehouse upon completion of each trial pit.

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2.4.1 Bulk Disturbed Samples

Bulk disturbed samples were collected from the trial pits. They were placed without delay in airtight plastic bags for classification and laboratory testing purposes. These soil samples were collected in a way to be representative of the zone from which they have been taken.

Sampling of soil and rock was carried out in accordance with BS 5930: 2015. The retrieved samples were labeled by the project number, test pit number, depth of sample, and the date of sampling.

The retrieved samples were transferred to ACTS Warehouse in Lebanon at completion of test pit.

2.5 Logging Procedure

The logging and description of soil samples was carried out in accordance with BS 5930:2015 (Code of practice for site investigation) & BS EN ISO 14688 for soil. The trial pit logs & photos, are presented in Appendix A.

2.6 Backfilling of the Trial Pits

Upon completion of the field works, the trial pits were backfilled with material arising from the excavation operations.

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3 REGIONAL GEOLOGY

Geographically, Syria extends approximately between latitude 32°N and 37°N, and longitude 35°E and 42°E, and covers a surface area of 185,180sq. km. The geology of Syria is typically divided into three main geological zones:

Western Zone: This zone encompasses the coastal region along the Mediterranean Sea and includes the Anti‐Lebanon and Lebanon mountain ranges. It consists primarily of sedimentary rocks, including limestone, sandstone, and shale. The western zone is known for its rugged terrain and diverse geological formations.

Central Zone: The central zone of Syria is characterized by the Euphrates River valley and surrounding plains. This area contains sedimentary basins such as the Palmyra Basin and the Deir ez‐Zor Basin. It is rich in hydrocarbons and other mineral resources.

Eastern Zone: The eastern zone of Syria includes the desert regions bordering Iraq and Jordan. It consists of sedimentary rocks, volcanic deposits, and extensive sand dunes. This area is known for its arid climate and sparse vegetation.

Syria is situated at the boundary of the African, Arabian, and Eurasian tectonic plates, making it geologically active. It experiences seismic activity and deformation due to ongoing tectonic movements. The country exhibits various geological structures, including folds, faults, and uplifted blocks. These structures result from tectonic forces acting on the crust over millions of years.

A general geologic survey of the site and its surrounding area was conducted, coupled with a review of the geological maps. The site is located in Damascus, Syria. According to the geological map produced by the central establishment of geology and mineral resources (1964) the geological formation on site consists of Quaternary deposits ’Q3’ .The location of the site superimposed over the geological map produced by the central establishment of geology and mineral resources is presented in Figure 5 below.

Syria, situated in a region of significant tectonic activity, possesses various faults that contribute to its geological landscape. Among these, the Dead Sea Transform Fault forms a prominent boundary between Syria and Israel, known for its seismic activity. The Palmyride Fault, running parallel to the Dead Sea Transform Fault, has shaped the central Syrian landscape, fostering the formation of the Palmyride Mountain range. Extending into Syria from Turkey, the East Anatolian Fault accommodates the movement between the Anatolian and Arabian Plates. Additionally, the Sinjar Fault, traversing northern Syria, plays a role in the formation of the Sinjar Mountains, delineating part of the boundary between the Arabian and Eurasian Plates. These faults collectively influence Syria's geological features, seismicity, and tectonic dynamics.

The area of investigation is located close to the Dead sea zone ‐ fault. Therefore, the site is considered relatively close from the seismic activity. Minor inactive faults also exist around the site as shown in Figure 6. In fact, the violent shaking that would result from any earthquake would affect not only the structures immediately adjacent to the epicenter, but the most significant

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Page | 7 seismic hazards in Syria are associated with the Dead Sea Transform Fault. Earthquakes in Syria can result from the movement along this fault as well as other regional tectonic processes.

It is, therefore, recommended that seismic considerations be taken in the analysis and design of the foundations and structure systems.

Figure 5: Geological Map by central establishment of geology and mineral resources (1964), Expected Formations in Damascus.

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Page | 8

Figure 6: Structural Map of Syria

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Page | 9

4 LOCAL GEOLOGY AND GROUND CONDITIONS

4.1 General

The information obtained from field works and laboratory testing indicates that the subsurface stratigraphy generally consists of one (01) geologic units. It should be noted that the connotation provided in Table 2 was used. Each unit might have a sub‐set depending on the type of material encountered.

Table 2: Connotation for Lithological Units Unit # General Behaviour

1 Cohesionless Soils (Not Encountered on Site)

2 Cohesive Soils

3 Highly Weathered Rock – Low Core Recoveries (Not Encountered on Site)

4 Highly to Slightly Weathered Rock – High Recoveries (Not Encountered on Site)

The detailed descriptions of the lithological units are provided below.

Quaternary Deposits – Unit 2: Encountered in all trial pits, a layer consists of cohesive soil and can be described as, dark brown, Gravelly Sandy Clay, moist and cohesive with occurrence of Cobbles and Boulders of mainly Limestone beneath the foundation’s orientation.

4.2 Ground Water

The groundwater table was not encountered during the excavation. Nevertheless, it should be noted that the groundwater table in the project area may be subject to seasonal variations as well as nearby dewatering activities (if any).

Q26933_GIR001_Rev.00 Page | 10

5 LABORATORY TESTING

5.1 General

Upon completion of the site works, laboratory testing programs were prepared in accordance with the project specifications and the approved Bill of Quantities. Afterwards, the testing programs were provided to the laboratory along with the selected samples. All necessary geotechnical laboratory testing was carried out on selected soil and rock samples recovered from the boreholes in order to determine the physical, chemical and strength properties of the ground materials. The scope of laboratory testing with the used standard test methods are summarized in Table 3 below.

Table 3: List of Laboratory Tests

Type Test Standard Test Method Contract Quantity

Soil

Sieve Analysis ASTM D422 & D1140 08

Atterberg Limits ASTM D4318 08

Unconfined Compressive Strength of Cohesive Soil

ASTM D5731 08

Chemical pH ASTM D4972 01

Sulfate BS EN 1377 P3 01

Chloride BS EN 1377 P3 01

The completed laboratory test results along with their summaries are presented in Appendix B.

Table 4: Summary of Lab Test Results

Test Unit No. of Tests

Min. Max. Average Standard Deviation

Unit 2 – Quaternary Deposits

Gravel % 08 5.40 33.30 21.44 8.15

Sand % 08 15.40 24.30 21.05 2.87

Fines % 08 51.30 72.00 57.50 6.77

LL % 08 38.00 48.00 41.00 3.42

PL % 08 18.00 23.00 20.38 1.92

PI % 08 16.00 30.00 20.63 4.34

Moisture Content % 08 10.51 24.05 15.78 3.88

Cohesion kPa 08 68.50 272.40 197.35 70.18

Comp. Strength (UCS) KPa 08 137.00 544.80 394.73 140.38

Bulk Density kg/m3 08 1,364.00 1,950.00 1,728.88 174.40

Q26933_GIR001_Rev.00 Page | 11

6 GROUND MODEL

As discussed in Section4.1, the ground conditions comprise of quaternary deposits extending to the end of the trial pit’s investigatory depth.

6.1 Strength and Stiffness Parameters

The strength and stiffness properties of the quaternary deposits are estimated based on the recommendations and provisions provided in FHWA‐IF‐02‐034 ‐ Evaluation of Soil and Rock Properties and using the laboratory test results.

Soil Type E Φ’ cu γ Lateral Earth Pressure Coefficients*

[MPa] [degree] [kPa] [kN/m3] Ko Ka Kp

Sandy Clay 17.0 30 68.0 17.0 0.50 0.294 3.39

* Calculated for the long term i.e drained case

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Page | 12

7 TERZAGHI’S BEARING CAPACITY THEORY

Using equilibrium analysis, Terzaghi expressed the ultimate bearing capacity in the form.

Referring to Terzaghi’s Bearing Capacity Theory, the ultimate bearing capacity can be calculated using the following equation:

Qa = qu / FOS = (c’ Nc + qNq+ 0.5 γ B Nγ) / FOS (Equation 1)

Where:

qu : Ultimate bearing capacity (kPa) qa : Allowable bearing capacity (kPa) c’ : Cohesion of Soil (kPa) q : γ Df

Df : Depth of Footing from Ground Surface Level (m) γ : Unit weight of soil (kN/m3)

B : Foundation Width (m)

Nc, Nq, Nϒ : Bearing Capacity Factors (Terzaghi’s Bearing Capacity Factors)

F.o.S. : Factor of Safety = 3

The allowable bearing capacity of shallow foundations on Soil can be calculated using the equations above which will result in an allowable bearing capacity of 138 KPa.

Damascus Embassy Walls

Q26933_GIR001_Rev.00 Page | 1

8 CONCRETE DURABILITY REQUIERMENTS

The sulfate content reported is SO4 content of 140 mg/l. Moreover, the chloride content reported as (Cl) was equal to 0.012%. The pH value obtained was 8.7.

In accordance with Table 19.3.1.1 of ACI318‐R‐14, the sulfate exposure class will be S0, and a chloride exposure class of (C1) is considered representative in for the sub‐surface concrete elements. Referring to Table 19.3.2.1 of ACI‐R318‐14 and given the exposure classes set out above, the following criteria should be met:

• Minimum Cylindrical Compressive Strength of 25 MPa. The strength shall be verified by the Engineer for structural purposes.

• Maximum Water ‐ Cement Ratio: N/A (No restriction)

• Minimum concrete cover in foundation: 75 mm “if concrete surfaces are to be treated and protected, cover can be reduced to 50 mm”.

• Cement Type: No type restriction.

Maximum water‐soluble chloride ion content in non‐prestressed concrete = 0.3%

Maximum water‐soluble chloride ion content in prestressed concrete = 0.06%

Appendix A – Trial Pit Logs & Photos

705.90

Dark brown, Gravelly Sandy Clay, cohesive.

END OF TRIAL PIT @ 2.10m 2.10

Level (m) beneath the footing orientation, we encountered a layer of boulders predominantly consisting of limestone,wich was overlaid with concrete measuring 50 cm in thikness,noticing a slight deflection in the wall alongside significant cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712316.58

Easting (m): 247849.51

Elevation (m): 708.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 02/12/2024

Date Started: 02/11/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 2.10

Trial Pit Length (m)= 2.2 Trial Pit Width (m)= 1.1 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Logged by/Date: G.R- 20/02/24

Trial Pit No: TP-01

ACTS Date: 20/02/2024

TP – 01 Total Depth: 2.10m

Trial pit

705.60

Dark brown to light grey, Gravelly Sandy Clay, cohesive.

END OF TRIAL PIT @ 2.40m 2.40

Level (m) beneath the footing orientation, we encountered a layer of cobbles predominantly consisting of limestone,wich was overlaid with concrete measuring 70 cm in thikness,noticing a slight deflection in the wall alongside significant cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712327.41

Easting (m): 247859.83

Elevation (m): 708.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 02/12/2024

Date Started: 02/11/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 2.40

Trial Pit Length (m)= 1.7 Trial Pit Width (m)= 0.8 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-02

TP – 02 Total Depth: 2.40m

706.50

Dark grey to light grey, Gravelly Sandy Clay, cohesive.

END OF TRIAL PIT @ 1.50m 1.50

Level (m) beneath the footing orientation, we encountered a layer of boulders predominantly consisting of limestone,wich was overlaid with concrete measuring 40 cm in thikness,noticing a slight deflection in the wall alongside significant cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712327.12

Easting (m): 247870.80

Elevation (m): 708.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 02/12/2024

Date Started: 02/11/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 1.50

Trial Pit Length (m)= 1.6 Trial Pit Width (m)= 0.75 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-03

TP – 03 Total Depth: 1.50m

707.80

END OF TRIAL PIT @ 1.20m 1.20

Level (m) beneath the footing orientation, we encountered a layer of boulders predominantly consisting of limestone,wich was overlaid with concrete measuring 30 cm in thikness,noticing a slight deflection in the wall alongside some cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712375.17

Easting (m): 247872.52

Elevation (m): 709.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 02/11/2024

Date Started: 02/11/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 1.20

Trial Pit Length (m)= 1.6 Trial Pit Width (m)= 0.75 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-04

TP – 04 Total Depth: 1.20m

708.00

END OF TRIAL PIT @ 1.00m 1.00

Level (m) beneath the footing orientation, we encountered a layer of boulders predominantly consisting of limestone,wich was overlaid with concrete measuring 60 cm in thikness,noticing a slight deflection in the wall alongside some cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712375.00

Easting (m): 247879.21

Elevation (m): 709.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 02/11/2024

Date Started: 02/11/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 1.00

Trial Pit Length (m)= 1.2 Trial Pit Width (m)= 0.6 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-05

TP – 05 Total Depth: 1.00m

707.70

END OF TRIAL PIT @ 1.30m 1.30

Level (m) beneath the footing orientation, we encountered a layer of boulders predominantly consisting of limestone described as insuitable fill materials,wich was overlaid with concrete measuring 50 cm in thikness,noticing a slight deflection in the wall alongside some cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712376.68

Easting (m): 247885.70

Elevation (m): 709.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 02/11/2024

Date Started: 02/11/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 1.30

Trial Pit Length (m)= 1.8 Trial Pit Width (m)= 0.6 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-06

TP – 06 Total Depth: 1.30m

724.05

END OF TRIAL PIT @ 1.95m 1.95

Level (m) beneath the footing orientation, we encountered a layer of gravels and cobbles predominantly consisting of limestone with alternation of sandy soil described as insuitable fill materials,wich was overlaid with concrete measuring 50 cm in thikness,noticing a slight deflection in the wall alongside some cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712420.95

Easting (m): 247466.96

Elevation (m): 726.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 13/02/2024

Date Started: 02/12/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 1.95

Trial Pit Length (m)= 1.55 Trial Pit Width (m)= 0.8 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-07

TP – 07 Total Depth: 3.00m

724.00

END OF TRIAL PIT @ 2.00m 2.00

Level (m) beneath the footing orientation, we encountered a layer of gravels and sandy soil described as insuitable fill materials,wich was measuring 50 cm in thikness, with the presence of steel in close proximity to the footings noticing a slight deflection in the wall alongside some cracks.

Legend:

Sandy gravelly CLAY

Date Backfilled: 14/02/2024

Checked by/Date: M.M- 26/02/24

Project Location: Damascus - Syria

Client: ERGA MANAGEMENT Grid: UTM

Description Ref NoTypeDepth (m)S ca le

(m

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Depth

(m) Legend

Scale 1:50.0

TRIAL PIT LOG

Project Name: Damascus Embassy Walls

Northing (m): 3712416.93

Easting (m): 247479.25

Elevation (m): 726.00

Project Information

Log Details

(ACTS-2400475)

Location Method: GPS

Datum: MSL

Date Finished: 13/02/2024

Date Started: 02/12/2024

Plant Used: Manually

Sample Details Remarks/Details

Depth (m): 2.00

Trial Pit Length (m)= 1.7 Trial Pit Width (m)= 0.8 Groundwater Level (m)= N/A

B: Bulk Disturbed Sample

Trial Pit No: TP-08

ACTS Date: 24/01/2024

TP – 08 Total Depth: 1.95m

Appendix B – Laboratory Results

Calc. Ref.#

Checked:

Date:

Depth mbEGL Gravel (%) Sand (%) Fines (%) LL PL PI UCS (kPa) cohesion

(kPa) bulk density

(kg/m3) water content (%)

TP‐01 0.0‐2.1 Quaternary Deposits 27.3 19.6 53.1 38 19 19 137 68.5 1950 24.1

TP‐02 0.0‐2.4 Quaternary Deposits 33.3 15.4 51.3 40 22 18 329.2 164.6 1627 16.1

TP‐03 0.0‐1.5 Quaternary Deposits 21.7 19 59.3 39 23 16 429.1 214.5 1760 16.6

TP‐04 0.0‐1.2 Quaternary Deposits 5.4 22.6 72 41 20 21 513.8 256.9 1771 15.8

TP‐05 0.0‐1.0 Quaternary Deposits 18.4 22.3 59.3 44 21 23 409.4 204.7 1714 15.7

TP‐06 0.0‐1.3 Quaternary Deposits 18 22.7 59.3 40 22 18 544.8 272.4 1823 14.4

TP‐07 0.0‐1.95 Quaternary Deposits 24.4 22.5 53.1 48 18 30 517.9 258.9 1364 13.2

TP‐08 0.0‐2.0 Quaternary Deposits 23 24.3 52.6 38 18 20 276.6 138.3 1822 10.5

Chemical Results

Depth Chloride(Cl) Sulfate(SO4) mbEGL % mg/l

TP‐01 0.0‐2.1 Quaternary Deposits 0.012 140 8.7

PHBH/TP No. Formation

BH/TP No. Formation

Composition Atterberg Limits UCS cohesive soil

GEO/GIR/GSI_Rev.00

Project No. Q26933 Made by: M.M

Client ERGA MANAGEMENT

Calculation: Summary of Laboratory Soil Tests Results M.S.

29‐Feb‐24

Project Name Damascus Embassy Walls

Date : 26-Feb-24

Serial No. : 98935

Tested at : "ACTS Central Laboratory, Beirut, Client :

Sanayeh area, George Assy st.

P.O.Box: 14/5918-Code:1105-2080

Tel: 01-737400; Fax: 01-737222"

Contractor : Work Order No. : ACTS-2400475

Consultant : Sample Received on : 16-Feb-24

Project : Sample Tested on : 23-Feb-24

Sample Type : Sampled by : ACTS

Tested by : Reviewed by :

Chemist Chief Chemist

Samples will be disposed after one week from the delivery date of report.

Damascus Embassy Walls

Soil

Kassem SalemehRana Karsifi

Sample Ref. Source CHLORIDE (Cl

) SULFATE (SO4

2-

TP-01 TP-01

TEST REPORT

DETERMINATION OF WATER SOLUBLE

CHLORIDE & SULFATE

(BS EN 1377 P3)

ERGA MANAGEMENT

NACCACHE-MAR MANSOUR STRT-

04-524124

0.012 mg/l%

Serial No. : 98936

Tested at : "ACTS Central Laboratory, Beirut, Client :

Sanayeh area, George Assy st.

P.O.Box: 14/5918-Code:1105-2080

Tel: 01-737400; Fax: 01-737222"

Contractor : Work Order No. : ACTS-2400475

Consultant : Sample Received on : 16-Feb-24

Project : Sample Tested on : 22-Feb-24

Sample Type : Sampled by : ACTS

Reviewed by :

Chemist Chief Chemist

Samples will be disposed after one week from the delivery date of report.

Kassem Salemeh

Sample Ref.

pH in Distilled Water at 20.4 °C

TP-01 8.7

Damascus Embassy Walls

Soil

Tested by : Rana Karsifi

TEST REPORT

DETERMINATION OF pH

(BS 1377-P3)

ERGA MANAGEMENT

NACCACHE-MAR MANSOUR STRT-

04-524124

Serial No. : 98950

Tested at : "ACTS Central Laboratory Customer :

Beirut, Sanayeh area, George Assy st.

P.O.Box: 14/5918-Code:1105-2080

Tel: 01-737400; Fax: 01-737222"

Contractor : ------ Work Order No. : ACTS-2400475

Consultant : ------ Sample received on : 16-Feb-24

Project : Damascus Embassy Walls Sample tested on : 19-Feb-24

Sampling Details

Sample type : Soil Date of sampling : 11/Feb/24

Location of sampling : Ambassador House South Garden Wall Sampled by : ACTS

Standard sampling method : ASTM D75 Any deviation : ------

Sample Ref. : Weight of sample (g) : 1364.5

ACTS Ref. : FEB2421210064

Sieve

Openings

(mm)

Retained weight (g)

Retained weight (%)

Cumulative retained (%)

Percent passing (%)

75.0 0.0 0.0 0.0 100.0

50.0 0.0 0.0 0.0 100.0

37.5 98.9 7.2 7.2 92.8

25.0 124.5 9.1 16.4 83.6

19.0 49.4 3.6 20.0 80.0

9.5 55.5 4.1 24.1 75.9

4.75 44.4 3.3 27.3 72.7

2.00 46.7 3.4 30.7 69.3

0.850 41.4 3.0 33.8 66.2

0.425 34.9 2.6 36.3 63.7

0.250 40.2 2.9 39.3 60.7

0.106 74.7 5.5 44.7 55.3

0.075 29.8 2.2 46.9 53.1

Pan 724.1 53.1 100.0 0.0

Gravel Sand Fine Content

27.3 19.6 53.1

Classification : ASTM D2487

Reviewed by : Approved by : Mohammad El Masri

Lab Engineer

G R

A V

E L

S A

N D

F

IN

E

TEST REPORT

AMOUNT OF MATERIAL IN SOILS FINER THAN No. 200 (75-µm) SIEVE AND

PARTICLE-SIZE ANALYSIS OF SOILS

(ASTM D422 & D1140)

TP-01

ERGA MANAGEMENT

NACCACHE-MAR MANSOUR STRT-GEBRAYEL

04-524124

AASHTO M145

Gravelly Lean Clay with Sand

A-6 Clayey Soils

Department

Head

Shaher Mehieddine Cheikh El Balad

Serial No. : 98951

Tested at : "ACTS Central Laboratory Customer :

Beirut, Sanayeh area, George Assy st.

P.O.Box: 14/5918-Code:1105-2080

Tel: 01-737400; Fax: 01-737222"

Contractor : ------ Work Order No. : ACTS-2400475

Consultant : ------ Sample received on : 16-Feb-24

Project : Damascus Embassy Walls Sample tested on : 19-Feb-24

Sampling Details

Sample type : Soil Date of sampling : 11/Feb/24

Location of sampling : Ambassador House South Garden Wall Sampled by : ACTS

Standard sampling method : ASTM D75 Any deviation : ------

Sample Ref. : Weight of sample (g) : 1957.4

ACTS Ref. : FEB2421210065

Sieve

Openings

(mm)

Retained weight (g)

Retained weight (%)

Cumulative retained (%)

Percent passing (%)

75.0 0.0 0.0 0.0 100.0

50.0 290.8 14.9 14.9 85.1

37.5 136.1 7.0 21.8 78.2

25.0 0.0 0.0 21.8 78.2

19.0 84.4 4.3 26.1 73.9

9.5 95.5 4.9 31.0 69.0

4.75 45.1 2.3 33.3 66.7

2.00 49.9 2.5 35.9 64.1

0.850 46.9 2.4 38.2 61.8

0.425 43.3 2.2 40.5 59.5

0.250 39.8 2.0 42.5 57.5

0.106 81.3 4.2 46.6 53.4

0.075 40.7 2.1 48.7 51.3

Pan 1003.6 51.3 100.0 0.0

Gravel Sand Fine Content

33.3 15.4 51.3

Classification : ASTM D2487

Reviewed by : Approved by : Mohammad El Masri

Lab Engineer

G R

A V

E L

S A

N D

F

IN

E

TEST REPORT

AMOUNT OF MATERIAL IN SOILS FINER THAN No. 200 (75-µm) SIEVE AND

PARTICLE-SIZE ANALYSIS OF SOILS

(ASTM D422 & D1140)

TP-02

ERGA MANAGEMENT

NACCACHE-MAR MANSOUR STRT-GEBRAYEL

04-524124

AASHTO M145

Gravelly Silty Clay with Sand

A-6 Clayey Soils

Department

Serial No. : 98952

Tested at : "ACTS Central Laboratory Customer :

Beirut, Sanayeh area, George Assy st.

P.O.Box: 14/5918-Code:1105-2080

Tel: 01-737400; Fax: 01-737222"

Contractor : ------ Work Order No. : ACTS-2400475

Consultant : ------ Sample received on : 16-Feb-24

Project : Damascus Embassy Walls Sample tested on : 19-Feb-24

Sampling Details

Sample type : Soil Date of sampling : 11/Feb/24

Location of sampling : Ambassador House South Garden Wall Sampled by : ACTS

Standard sampling method : ASTM D75 Any deviation : ------

Sample Ref. : Weight of sample (g) : 1510

ACTS Ref. : FEB2421210066

Sieve

Openings

(mm)

Retained weight (g)

Retained weight (%)

Cumulative retained (%)

Percent passing (%)

75.0 0.0 0.0 0.0 100.0

50.0 0.0 0.0 0.0 100.0

37.5 119.8 7.9 7.9 92.1

25.0 76.5 5.1 13.0 87.0

19.0 35.9 2.4 15.4 84.6

9.5 56.8 3.8 19.1 80.9

4.75 38.3 2.5 21.7 78.3

2.00 51.9 3.4 25.1 74.9

0.850 46.2 3.1 28.2 71.8

0.425 43.1 2.9 31.0 69.0

0.250 37.1 2.5 33.5 66.5

0.106 80.0 5.3 38.8 61.2

0.075 28.5 1.9 40.7 59.3

Pan 895.9 59.3 100.0 0.0

Gravel Sand Fine Content

21.7 19.0 59.3

Classification : ASTM D2487

Reviewed by : Approved by : Mohammad El Masri

Lab Engineer

G R

A V

E L

S A

N D

F

IN

E

TEST REPORT

AMOUNT OF MATERIAL IN SOILS FINER THAN No. 200 (75-µm) SIEVE AND

PARTICLE-SIZE ANALYSIS OF SOILS

(ASTM D422 & D1140)

TP-03

ERGA MANAGEMENT

NACCACHE-MAR MANSOUR STRT-GEBRAYEL

04-524124

AASHTO M145

Gravelly Silty Clay with Sand

A-6 Clayey Soils

Department

Serial No. : 98953

Tested at : "ACTS Central Laboratory Customer :

Beirut, Sanayeh area, George Assy st.

P.O.Box: 14/5918-Code:1105-2080

Tel: 01-737400; Fax: 01-737222"

Contractor : ------ Work Order No. : ACTS-2400475

Consultant : ------ Sample received on : 16-Feb-24

Project : Damascus Embassy Walls Sample tested on : 19-Feb-24

Sampling Details

Sample type : Soil Date of sampling : 11/Feb/24

Location of sampling : Ambassador House North of Tennis Court Wall Sampled by : ACTS

Standard sampling method : ASTM D75 Any deviation : ------

Sample Ref. : Weight of sample (g) : 825.3

ACTS Ref. : FEB2421210067

Sieve

Openings

(mm)

Retained weight (g)