Attachment 0015- Final Structural Report - IFR.pdf

Concrete and Soil Testing for

Indoor Firing Range (IFR) Riyadh - KSA

Report No. RH. SPR24000782

Revision No. Rev.0

Status Final Report

Date 12/12/2024

Prepared for

Office of the Program Manager Saudi Arabian National Guard

Revision History

Rev. 0 12/12/2024 Final Report BA ABD M.S A.I

Revision

No.

Date Description Prepared Checked

Q.M

Check Approved

Subject: Concrete and Soil Testing for

Dear Sirs, Arab company for laboratories and soil is pleased to submit this report for concrete and soil testing of the above subject project. This investigation was carried out following ACES proposal no. RH. SPP24000222- Rev.1 dated 28/08/2024 and your approval dated

26/09/2024.

This report includes the results of the field investigations, analysis and interpretation of the findings to aid in the assessment of the building.

In the event that additional information or clarifications are required, please contact our office at your convenience. We would like to take this opportunity to thank you for your confidence and look forward to be of service to you in the future.

Best Regards, Arab Company for Laboratories and Soil

Eng. Abdelraheem Mostafa Mohamed

Consultant Engineer. PMP, PMI-RMP.

Special Studies Dept. Manager –Riyadh

Messrs.: Office of the Program Manager Saudi Arabian National Guard

Ref.: RH. SPR24000782

Date: 12/12/2024

RH. SPR24000782-Rev.0

CONTENTS

1.0 INTRODUCTION

1.1 PURPOSE OF STUDY

1.2 SCOPE OF WORK

2.0 SITE DESCRIPTION

3.0 BUILDING DESCRIPTION

4.0 FIELD EXPLORATION AND LABORATORY TESTING

4.1 VISUAL INSPECTION:

4.2 CONCRETE CORE DRILLING:

4.3 CHEMICAL ANALYSIS OF CONCRETE:

4.4 TRIAL PITS EXCAVATION:

5.0 STANDARDS

5.1 VISUAL INSPECTION:

5.2 CONCRETE CORES:

5.3 PREPARATION AND TESTING OF CORES:

5.4 CHLORIDE AND SULPHATE CONTENTS:

5.5 SIEVE ANALYSIS:

5.6 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS:

5.7 MOISTURE CONTENT:

5.8 PROCTOR TEST: 6

5.9 SAND-CONE TEST:

6.0 TEST RESULTS

6.1 VISUAL INSPECTION

6.2 CONCRETE PROPERTIES & STRENGTH RESULTS:

6.2.1 Visual Examination of Concrete Cores

6.2.2 Physical & Mechanical Properties of Cores:

6.3 CHLORIDE, SULPHATE CONTENT

6.3.1 Sulphate Content

6.3.2 Chloride Content

6.4 TRIAL PITS EXCAVATION

6.5 DEGREE OF COMPACTION AND MOISTURE CONTENT OF SOIL LAYERS

7.0 CONCLUSIONS

LIST OF APPENDICES

Appendix A: Visual Inspection of Cores.

Appendix B: Physical & Mechanical Properties of Concrete Cores.

Appendix C: Chemical Analysis (Chloride & Sulphate Content).

Appendix D: Soil Samples Test Results

Appendix E: Proctor Test Results.

Appendix F: Configuration of Test Pits

Appendix G: Defects Locations.

Appendix H: Test Locations.

1.0 INTRODUCTION

This report presents the visual inspection results, the physical and mechanical properties of the reinforced concrete, chloride, sulphate contents, the soil samples test results (Sieve Analysis, Liquid limit, plastic limit and plasticity index of soils, moisture content, proctor and Sand-Cone) of the backfill materials and the material at the foundation level in addition to conclusions regarding the existing state of the building. The tests were carried out at the period from 13/11/2024 to 21/11/2024, the tested numbers and locations were selected by the client.

1.1 Purpose of Study

The purpose of this study is to evaluate the existing building, identify the defects, check the physical and mechanical properties of the concrete in the structural elements, and test the soil layers, to provide the client with enough information regarding general building conditions to help in assessing the structural elements state.

1.2 Scope of Work

The scope of work consists of the following:

1. The information about the site, the structure particulars and environmental data were collected.

2. A visual examination of the structural elements was conducted.

3. Six concrete cores from different locations, to assess the physical and mechanical properties of the concrete according to ASTM C42-20a were sawed.

4. Two samples for the determination of the chloride and sulphate according to BS 1881-124:2015, BS 1377-3:2018: 3, 5,6,7,8 & 9 were obtained and tested.

5. Two trial pits were excavated to investigate the existing condition of the foundations and the soil type.

6. Engineering analysis of field findings was performed, conclusions for the structure state and backfill materials were developed.

2.0 SITE DESCRIPTION

The building is part of the US Army Camp in the National Guard Area in Riyadh. It is bordered by empty land from the north direction, existing buildings from the west direction, and branch roads from the south and east sides.

Site location

3.0 BUILDING DESCRIPTION

The building is an existing building, it consists of two parts. The first part is constructed as concrete elements (beams, slabs, walls, and columns resting on the footing), The Second part is a steel skeleton structure (steel Sheets and purlin laid on steel beams, supported by concrete columns resting on the footing and the flooring is concrete slab on grade) at the Firing area.

General View

Site Location

General View

Firing area

4.0 FIELD EXPLORATION AND LABORATORY TESTING

4.1 Visual Inspection:

Visual inspection for the building was carried out. Visual surveys were conducted for the most parts of the structure elements for the purpose of identifying any damages, cracks or areas of distress or deterioration.

4.2 Concrete Core Drilling:

Six concrete cores were obtained from different locations of the building. Rotary core cutting machine, with diamond bits was used for coring. Care was taken during coring to avoid, as much as possible, cutting of steel bars by using concrete cover meter or causing any damage to the structural elements and cores.

4.3 Chemical Analysis of Concrete:

Two samples were taken from building elements and tested for chemical analysis to represent the existing concrete contamination conditions. The samples were tested according to B.S 1881, Part 124:

2015, B.S 1377-3:1988: 3, 5,6,7,8 & 9. for the followings:

- Chloride content.

- Sulphate content.

4.4 Trial Pits Excavation:

Two test pits were excavated to the depth of the foundation in order to check the underground elements and to collect samples from the soil in contact with concrete.

The pits were excavated by hand. Parts of the existing foundation were exposed and then measured.

All data were recorded and presented in App (F).

Soil samples were continuously obtained from each layer of each test pit through depth. The obtained samples were placed in airtight bags, labeled and taken to ACES laboratory for examination and testing. The collected samples were tested for moisture content, Atterberg limits and sieve analysis.

5.0 STANDARDS

5.1 Visual Inspection:

The visual inspection will be carried out according to the following standards:

- Guide for Making a Condition Survey of Concrete in Service: “ACI 201.1 R”.

5.2 Concrete Cores:

Determination of Density and Compressive strength of cores were carried out according to ASTM

C42/C42M-18a.

5.3 Preparation and Testing of Cores:

The cores were lift at room temperature for one hour, and then sealed in plastic bags for five days.

After that they were trimmed and capped with sulfur according to ASTM C617/C617M-15, "Standard

Method of Capping Cylindrical Specimens.

5.4 Chloride and Sulphate Contents:

The samples were tested according to B.S 1881, Part 124: 2015, B.S 1377-3:2018: 3, 5,6,7,8 & 9.

5.5 Sieve Analysis:

The sieve analysis was carried out according to ASTM D 422–63(07) e2, standard test method for, “Particle -Size Analysis of Soils “.

ASTM D1140-14, standard test method for, "Amount of Materials in Soils Finer than the No. 200

(0.075 mm) Sieve ".

5.6 Liquid limit, plastic limit and plasticity index of soils:

Determination of liquid limit, plastic limit and plasticity index of soils were carried out according to

ASTM D 4318-10 e1, Standard Test Method for, “Liquid Limit, Plastic Limit, and Plasticity Index of

Soils”

5.7 Moisture Content:

The moisture content of soils samples was determined according to BS 812: Part 109: 1990, “Test method for Moisture Content Determination of Soil.

5.8 Proctor Test:

The Moisture Density Relation (Proctor) was carried out according to ASTM D 1557-12e1 Standard

Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))

5.9 Sand-Cone Test:

Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method was carried out according to ASTM D 1556/D 1556M-15e1.

6.0 TEST RESULTS

6.1 Visual Inspection

The visual inspection was conducted on 13/11/2024 the following defects and observation were recorded:

1- Different types of cracks were observed at several locations of the block walls, the cracks were recorded and classified as the following:

1-1 Diagonal Cracks of block walls due to settlement were observed in several locations.

1-2 Horizontal and vertical Cracks were observed between the structural members and the block walls at several locations.

2- Honeycombing /segregation were observed at several locations of concrete elements.

3- Depression was observed in the ground floor tiles and the side walk surround the building.

4- Water leakage were observed at several locations.

The Defect locations were attached in Appendix (G)

Diagonal Cracks were observed at the block walls.

Vertical cracks were observed at the walls.

Diagonal Cracks were observed at the block walls above the door.

Vertical cracks were observed between walls and columns.

Horizontal and Diagonal Cracks were observed at the block walls.

Horizontal and Diagonal Cracks were observed at the block walls above the door.

Horizontal Cracks were observed at the block walls.

Horizontal and Diagonal Cracks were observed at the block walls.

Vertical cracks were observed between the walls and columns.

Vertical ,Horizontal and Diagonal Cracks were observed at the block walls around the window.

Vertical cracks were observed between the walls and beams.

Vertical cracks were observed between the walls and beams and water leakage.

Horizontal cracks were observed between the block walls and beams.

Diagonal and Horizontal cracks were observed.

Horizontal and Diagonal Cracks were observed at the block walls around the window.

Cracks on the slab on grade.

Cracks were observed at the Parapet walls.

Cracks were observed at the Parapet walls.

Horizontal cracks were observed between the block walls and beams.

Vertical cracks were observed between the block walls and columns.

Vertical cracks were observed between the block walls and columns.

Vertical and Diagonal cracks were observed on the block walls.

Horizontal cracks were observed between the block walls and slabs.

Vertical Cracks were observed at the block walls.

Cracks on the stair.

Cracks and Depression at the side walk surround the building.

Depression at the side walk surround the building.

Honeycombing /segregation were observed at several locations.

Water leakage were observed at several locations.

Depression in the flooring tiles on the ground floor.

Depression in the flooring tiles on the ground floor.

6.2 Concrete Properties & Strength Results:

6.2.1 Visual Examination of Concrete Cores

The obtained cores were visually examined before and after preparation and testing. The results of visual examination are presented in Appendix (A) attached to this report.

6.2.2 Physical & Mechanical Properties of Cores:

Compressive strength tests were carried out according to ASTM C42-16. The location, capped length, diameter and the bulk density of each core were determined prior to crushing.

(The test results are presented in Appendix B)

• The cores compressive strength of the inspected Ground Floor Column between 24.1 MPa and

30.5 MPa with an average of 26.8 MPa.

6.3 Chloride, Sulphate Content

6.3.1 Sulphate Content

• The sulphate content by weight of cement expressed as SO3, in Ground Floor beams varied between 3.6 % to 4.7 % with an average of 3.9 %. The average value was found lower than the maximum threshold allowable value (4%).

The average of the sulphate contents of the tested samples was found lower than the maximum allowable value.

6.3.2 Chloride Content

• The chloride ion content as NaCl by weight of cement in Ground Floor beams varied between 0.08 % to 0.12 % with an average of 0.10 %. The average value was found lower than the maximum threshold allowable value (0.3% for OPC).

The average of the chloride contents of the tested samples was found lower than the maximum

(The test results are presented in Appendix (C)).

Recommended limits for total chloride content in concrete (According to CIRIA Special Publication 31:

Guide to Concrete Construction in Gulf Region)

Type of concrete Max. chloride (CI) content (% by weight of cement)

Max. sulphate (SO3) content

(% by weight of cement)

Reinforced concrete made with Portland cements containing less than about 4% C3A (e.g. sulphate-resisting (Portland cement) 0.15

All cases 4.0, including the sulphate ion in the cement Reinforced concrete made with Portland cements containing 4% or more C3A (OPC and ASTM types I and II usually contain more than 4% C3A)

0.30

Unreinforced concrete 0.60

Note:

Experience in the Gulf region (and elsewhere) has shown that the maximum chloride content which is unlikely to cause corrosion at a serious rate in uncarbonated concrete is about 0.5% CI by weight of cement. Where concrete has partly carbonated, the amount of chloride needed to promote corrosion is even lower. It is therefore extremely important that the concrete covering the reinforcement is highly impermeable.

6.4 Trial Pits Excavation

Two test pits were excavated to the depth of the foundation in order to check the underground elements and to collect samples from the soil in contact with concrete. The pits locations are presented in the following drawings

The soil samples were collected and tested from the excavated trail pit. The test results were as follow:

Test Pit

Depth of Soil

Sample(m)

Classification of Soil Sample

According to ASTM D-2487-11 According to

AASHTOM145:2003

Test pit no.1

0.00 GM, Silty Gravel with Sand A-2-4

0.50 SM, Silty Sand with Gravel A-1-b

1.00 SM, Silty Sand A-2-4

1.50 SM, Silty Sand with Gravel A-2-4

2.00 SM, Silty Sand with Gravel A-2-4

Test pit no.2

0.00 SM, Silty Sand with Gravel A-1-b

0.50 SM, Silty Sand with Gravel A-1-b

1.00 SM, Silty Sand with Gravel A-1-b

1.50 SM, Silty Sand A-2-4

The test results indicate that the classification of the tested samples is A-1-b and A-2-4.

The configurations of the trial pits are shown in appendix (F). The soil samples test results are presented in appendix (D).

TP 2

TP 1

6.5 Degree of Compaction and moisture content of soil layers

The following table presents the field density the results and degree of compaction of the soil layers:

Location

No.

Sample

Depth

(m)

Field Density Results

(F.D.T) Proctor Results

Degree of

Compaction

Dry

Density

(Kg/M3)

Moisture

Content

Max. Dry

Density

(Kg/M3)

Optimum

Moisture

Content

Test pit no.1

0.0 1990 4.1 2140 8.9 84

0.50 2033 3.6 2140 8.9 73

1.00 2090 4.1 2140 8.9 82

1.50 2122 0.8 2140 8.9 85

2.00 2049 1.8 2140 8.9 82

Test pit no.2

0.0 1990 3.6 2150 8.3 81

0.50 2026 2.9 2150 8.3 78

1.00 2079 1.8 2150 8.3 84

1.50 2122 3.2 2150 8.3 84

The current degrees of compaction of soil layers have not satisfied the requirement of 95%.

The Proctor test results are presented in appendix (E).

7.0 CONCLUSIONS

- Different types of cracks were observed at several locations of the block walls, the cracks were recorded and classified as the following:

- Diagonal Cracks of block walls due to settlement were observed in some locations.

- Horizontal and vertical Cracks were observed between the structural members and the block walls at several locations.

- Honeycombing /segregation were observed at several locations of concrete elements.

- Depression was observed in the ground floor tiles and the side walk surround the building.

- Water leakage were observed at several locations.

- The average of the sulphate contents of the tested samples was found lower than the maximum

- The average of the chloride contents of the tested samples was found lower than the maximum

- The test results indicate that the classification of the tested samples is A-1-b and A-2-4.

- The current degrees of compaction of soil layers have not satisfied the requirement of 95%.

RH.SPR24000782– Rev. 0

Appendix (A)

Visual Inspection of Cores

RH.SPBR24000782– Rev. 0 APP (A) 1 of 6

VISUAL EXAMINATION OF CONCRETE

CORES

BS EN 12504-1: 2009

Table A1

Core No.:

C – 1

Advised Details:

(Including Locations) Column

Core Dimensions, as received:

- Average Diameter, mm

- Minimum/Maximum Lengths, mm

68.78 135/138

Compaction and Cracks:

- Small voids (0.5 to 3mm)

- Medium Voids (3 to 6mm)

- Large Voids (> 6 mm)

- Honey combing

- Cracks

- Excess Voidage (%)

Medium

Low

0.5

Aggregate:

- Maximum Size, mm

- Petological Description

- Particles Shape

- Distribution Of Materials

Limestone Materials

Angular

Well Distributed

Reinforcement:

- Number Of Bars

- Diameter Of Bars, mm

- Axis-End, as received, mm

- Axis-End, as prepared, mm

- Distance between bars, mm

Nil

Other Details:

(Including preparation of test specimens)

The failure plane is passing through the sand-cement matrix breaking a few coarse aggregate particles. The core was taken perpendicular to the direction of casting.

RH.SPBR24000782– Rev. 0 APP (A) 2 of 6

BS EN 12504-1: 2009

C – 2

(Including Locations) Column

Core Dimensions, as received:

- Average Diameter, mm

- Minimum/Maximum Lengths, mm

68.8

140/142

- Large Voids (> 6 mm)

- Honey combing

0.5

Aggregate:

- Maximum Size, mm

- Petological Description

Angular

- Axis-End, as received, mm few coarse aggregate particles. The core was taken perpendicular to the direction of casting.

RH.SPBR24000782– Rev. 0 APP (A) 3 of 6

BS EN 12504-1: 2009

C – 3

(Including Locations) Column

Core Dimensions, as received:

- Average Diameter, mm

- Minimum/Maximum Lengths, mm

68.80

155/161

- Large Voids (> 6 mm)

- Honey combing

Low

0.5

Aggregate:

- Maximum Size, mm

- Petological Description

Angular

- Axis-End, as received, mm few coarse aggregate particles. The core was taken perpendicular to the direction of casting.

RH.SPBR24000782– Rev. 0 APP (A) 4 of 6

BS EN 12504-1: 2009

C – 4

(Including Locations) Column

Core Dimensions, as received:

- Average Diameter, mm

- Minimum/Maximum Lengths, mm

68.80

78/81

- Large Voids (> 6 mm)

- Honey combing

0.5

Aggregate:

- Maximum Size, mm

- Petological Description

Angular

- Axis-End, as received, mm few coarse aggregate particles. The

RH.SPBR24000782– Rev. 0 APP (A) 5 of 6

BS EN 12504-1: 2009

C – 5

(Including Locations) Column

Core Dimensions, as received:

- Average Diameter, mm

- Minimum/Maximum Lengths, mm

68.8

132/140

- Large Voids (> 6 mm)

- Honey combing

0.5

Aggregate:

- Maximum Size, mm

- Petological Description

Angular

- Axis-End, as received, mm few coarse aggregate particles. The

RH.SPBR24000782– Rev. 0 APP (A) 6 of 6

BS EN 12504-1: 2009

C – 6

(Including Locations) Column

Core Dimensions, as received:

- Average Diameter, mm

- Minimum/Maximum Lengths, mm

68.8

78/82

- Large Voids (> 6 mm)

- Honey combing

0.5

Aggregate:

- Maximum Size, mm

- Petological Description

Angular

- Axis-End, as received, mm few coarse aggregate particles. The

Appendix (B)

Physical & Mechanical Properties of Concrete Cores

RH.SPR24000782 App (B) 1 of 1

- Columns Cores:

Table No.1 PHYSICAL PROPERTIES OF CORES

Core No. &

Location

Uncapped

Length L1, (cm)

Capped

Length, L2

Dia.

d, (cm) L2/D

Weight

(g)

Density

(gm/cm3)

1-Column 11.62 12.08 6.89 1.753 973.40 2.247

2-Column 11.62 11.99 6.88 1.743 946.70 2.191

3-Column 11.75 12.12 6.92 1.751 972.80 2.201

4-Column 7.85 8.26 6.87 1.202 648.50 2.229

5-Column 11.07 11.41 6.91 1.651 962.70 2.319

6-Column 7.74 8.09 6.91 1.171 627.70 2.163

Table No.2 MECHANICAL PROPERTIES OF CORES

Core No. &

Location

Core

Strength

MPa

Correction

Factor

Corr. Core

Strength

MPa

1-Column 28.2 1.000 28.2

2-Column 24.4 0.988 24.1

3-Column 26.3 1.000 26.3

4-Column 33.5 0.910 30.5

5-Column 26.0 0.975 25.3

6-Column 26.3 1.000 26.3

Average 26.8

Minimum 24.1

Maximum 30.5

Appendix (C)

Chemical Analysis (Chloride & Sulphate Content) Test Results

RH.SPR24000782 – Rev.0 App (C) 1 of 1

SULPHATE CONTENT CHLORIDE CONTENT

Chemical Analysis of Dust Samples Tests Results

Sample

No.

Location

Incrt

(cm)

SO3% By

Wt. of

Concrete

SO3% By

Wt. of

Cement

Sample

No.

Location

Incrt

(cm)

Cl % By

Wt. of

Concrete

Cl % By

Wt. of Cement

DS1 Beam

0-2.5 0.501 4.7

DS1 Beam

0-2.5 0.012 0.12

2.5-5.0 0.411 3.9 2.5-5.0 0.011 0.10

5.0-7.5 0.395 3.7 5.0-7.5 0.010 0.10

DS2 Beam

0-2.5 0.509 3.9

DS2 Beam

0-2.5 0.013 0.10

2.5-5.0 0.482 3.7 2.5-5.0 0.012 0.09

5.0-7.5 0.467 3.6 5.0-7.5 0.010 0.08

Average= 3.9 Average= 0.10

Min.= 3.6 Min.= 0.08

Max= 4.7 Max= 0.12

Appendix (D)

Soil Samples Test Results

% Gravel = 42.6% AASHTO CLASSIFICATION: A-2-4

% Sand = 41.5% Coeff. of Curvature, CC =

% Silt & Clay= 16.0% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 5974.9

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 95.7% 0.0%

1.75" 0.0%

1.50" 83.0% 0.0%

1.25" 0.0%

1.00" 77.8% 16.0%

3/4" 73.4% 0.0%

5/8" 0.0%

1/2" 68.1% 0.0%

3/8" 64.8% 0.0%

#4 57.4% 0.0%

#10 51.6% 0.0%

#40 37.3% 0.0%

#200 16.0% 16.0%

#N/A 0.0% 37.3%

#N/A 0.0% 51.6%

#N/A 0.0% 57.4%

#N/A 0.0% 64.8%

#N/A 0.0% 68.1%

#N/A 0.0%

#N/A 0.0% 73.4%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 37.30 38.11 37.87

Weight of Dry Soils + Pan: 34.80 35.61 35.56

Weight of Pan: 22.29 22.18 22.24

Weight of Dry Soils: 12.51 13.43 13.32

Weight of Moisture: 2.50 2.50 2.31

% Moisture: 20.0 % 18.6 % 17.3 %

N: 16 26 34

Liquid Limit @ 25 Blows: 19. %

Plastic Limit: 9. %

Plasticity Index, IP: 10. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 31.71

Weight of Dry Soils + Pan: 30.93

Weight of Pan: 22.16

Weight of Dry Soils: 8.77

Weight of Moisture: 0.78

% Moisture: 8.9 %

RH.SPR24000782 App. (D ) 1 of 9

Depth 0.0 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

GM, Silty Gravel with Sand Test Pit No. 1

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

5%

10%

15%

20%

25%

10 100

M o is tu re

Number of Blows, "N"

Liquid Limit

% Gravel = 36.9% AASHTO CLASSIFICATION: A-1-b

% Sand = 50.9% Coeff. of Curvature, CC =

% Silt & Clay= 12.2% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 3908.3

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 100.0% 0.0%

1.75" 100.0% 0.0%

1.50" 95.7% 0.0%

1.25" 0.0%

1.00" 91.7% 12.2%

3/4" 88.4% 0.0%

5/8" 0.0%

1/2" 79.5% 0.0%

3/8" 75.4% 0.0%

#4 63.1% 0.0%

#10 53.9% 0.0%

#40 36.1% 0.0%

#200 12.2% 12.2%

#N/A 0.0% 36.1%

#N/A 0.0% 53.9%

#N/A 0.0% 63.1%

#N/A 0.0% 75.4%

#N/A 0.0% 79.5%

#N/A 0.0%

#N/A 0.0% 88.4%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

N: NP.

Liquid Limit @ 25 Blows: 0. %

Plastic Limit: 0. %

Plasticity Index, IP: 0. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

RH.SPR24000782 App. (D ) 2 of 9

Depth 0.50 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand with Gravel Test Pit No. 1

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

10 100

M o is tu re

% Gravel = 10.0% AASHTO CLASSIFICATION: A-2-4

% Sand = 69.5% Coeff. of Curvature, CC =

% Silt & Clay= 20.4% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 2267.5

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 100.0% 0.0%

1.75" 100.0% 0.0%

1.50" 100.0% 0.0%

1.25" 100.0% 0.0%

1.00" 100.0% 20.4%

3/4" 97.6% 0.0%

5/8" 0.0%

1/2" 96.1% 0.0%

3/8" 94.5% 0.0%

#4 90.0% 0.0%

#10 85.9% 0.0%

#40 59.5% 0.0%

#200 20.4% 20.4%

#N/A 0.0% 59.5%

#N/A 0.0% 85.9%

#N/A 0.0% 90.0%

#N/A 0.0% 94.5%

#N/A 0.0% 96.1%

#N/A 0.0%

#N/A 0.0% 97.6%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

N: NP.

Liquid Limit @ 25 Blows: 0. %

Plastic Limit: 0. %

Plasticity Index, IP: 0. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

RH.SPR24000782 App. (D ) 3 of 9

Depth 1.00 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand Test Pit No. 1

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

10 100

M o is tu re

% Gravel = 18.9% AASHTO CLASSIFICATION: A-2-4

% Sand = 64.0% Coeff. of Curvature, CC =

% Silt & Clay= 17.1% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 5432.8

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 100.0% 0.0%

1.75" 100.0% 0.0%

1.50" 100.0% 0.0%

1.25" 100.0% 0.0%

1.00" 96.2% 17.1%

3/4" 93.5% 0.0%

5/8" 0.0%

1/2" 89.8% 0.0%

3/8" 87.4% 0.0%

#4 81.1% 0.0%

#10 76.0% 0.0%

#40 53.1% 0.0%

#200 17.1% 17.1%

#N/A 0.0% 53.1%

#N/A 0.0% 76.0%

#N/A 0.0% 81.1%

#N/A 0.0% 87.4%

#N/A 0.0% 89.8%

#N/A 0.0%

#N/A 0.0% 93.5%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 38.28 38.11 38.43

Weight of Dry Soils + Pan: 35.71 35.70 36.13

Weight of Pan: 22.26 22.18 22.21

Weight of Dry Soils: 13.45 13.52 13.92

Weight of Moisture: 2.57 2.41 2.30

% Moisture: 19.1 % 17.8 % 16.5 %

N: 17 26 33

Liquid Limit @ 25 Blows: 18. %

Plastic Limit: 16. %

Plasticity Index, IP: 2. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 30.71

Weight of Dry Soils + Pan: 29.56

Weight of Pan: 22.22

Weight of Dry Soils: 7.34

Weight of Moisture: 1.15

% Moisture: 15.7 %

RH.SPR24000782 App. (D ) 4 of 9

Depth 1.50 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand with Gravel Test Pit No. 1

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

5%

10%

15%

20%

25%

10 100

M o is tu re

% Gravel = 17.3% AASHTO CLASSIFICATION: A-2-4

% Sand = 68.1% Coeff. of Curvature, CC =

% Silt & Clay= 14.6% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 3603.7

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 100.0% 0.0%

1.75" 100.0% 0.0%

1.50" 100.0% 0.0%

1.25" 100.0% 0.0%

1.00" 96.9% 14.6%

3/4" 95.3% 0.0%

5/8" 0.0%

1/2" 91.2% 0.0%

3/8" 88.9% 0.0%

#4 82.7% 0.0%

#10 77.5% 0.0%

#40 52.0% 0.0%

#200 14.6% 14.6%

#N/A 0.0% 52.0%

#N/A 0.0% 77.5%

#N/A 0.0% 82.7%

#N/A 0.0% 88.9%

#N/A 0.0% 91.2%

#N/A 0.0%

#N/A 0.0% 95.3%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

N: NP.

Liquid Limit @ 25 Blows: 0. %

Plastic Limit: 0. %

Plasticity Index, IP: 0. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

RH.SPR24000782 App. (D ) 5 of 9

Depth 2.00 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand with Gravel Test Pit No. 1

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

10 100

M o is tu re

% Gravel = 33.7% AASHTO CLASSIFICATION: A-1-b

% Sand = 47.9% Coeff. of Curvature, CC =

% Silt & Clay= 18.4% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 5270

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 100.0% 0.0%

1.75" 100.0% 0.0%

1.50" 100.0% 0.0%

1.25" 100.0% 0.0%

1.00" 95.1% 18.4%

3/4" 89.3% 0.0%

5/8" 0.0%

1/2" 82.7% 0.0%

3/8" 77.8% 0.0%

#4 66.3% 0.0%

#10 57.7% 0.0%

#40 41.3% 0.0%

#200 18.4% 18.4%

#N/A 0.0% 41.3%

#N/A 0.0% 57.7%

#N/A 0.0% 66.3%

#N/A 0.0% 77.8%

#N/A 0.0% 82.7%

#N/A 0.0%

#N/A 0.0% 89.3%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 39.10 38.63 37.93

Weight of Dry Soils + Pan: 36.23 36.01 35.54

Weight of Pan: 22.21 22.28 22.14

Weight of Dry Soils: 14.02 13.73 13.40

Weight of Moisture: 2.87 2.62 2.39

% Moisture: 20.5 % 19.1 % 17.8 %

N: 16 24 34

Liquid Limit @ 25 Blows: 19. %

Plastic Limit: 17. %

Plasticity Index, IP: 2. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 31.92

Weight of Dry Soils + Pan: 30.54

Weight of Pan: 22.25

Weight of Dry Soils: 8.29

Weight of Moisture: 1.38

% Moisture: 16.7 %

RH.SPR24000782 App. (D ) 6 of 9

Depth 0.00 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand with Gravel Test Pit No. 2

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

5%

10%

15%

20%

25%

10 100

M o is tu re

% Gravel = 39.4% AASHTO CLASSIFICATION: A-1-b

% Sand = 43.1% Coeff. of Curvature, CC =

% Silt & Clay= 17.5% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 4688

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 100.0% 0.0%

1.75" 100.0% 0.0%

1.50" 97.1% 0.0%

1.25" 0.0%

1.00" 90.9% 17.5%

3/4" 83.3% 0.0%

5/8" 0.0%

1/2" 90.9% 0.0%

3/8" 71.1% 0.0%

#4 60.6% 0.0%

#10 51.7% 0.0%

#40 37.8% 0.0%

#200 17.5% 17.5%

#N/A 0.0% 37.8%

#N/A 0.0% 51.7%

#N/A 0.0% 60.6%

#N/A 0.0% 71.1%

#N/A 0.0% 90.9%

#N/A 0.0%

#N/A 0.0% 83.3%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 38.24 37.87 38.09

Weight of Dry Soils + Pan: 35.50 35.33 35.66

Weight of Pan: 22.23 22.15 22.19

Weight of Dry Soils: 13.27 13.18 13.47

Weight of Moisture: 2.74 2.54 2.43

% Moisture: 20.7 % 19.3 % 18.0 %

N: 17 26 33

Liquid Limit @ 25 Blows: 19. %

Plastic Limit: 17. %

Plasticity Index, IP: 3. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 30.89

Weight of Dry Soils + Pan: 29.63

Weight of Pan: 22.11

Weight of Dry Soils: 7.52

Weight of Moisture: 1.26

% Moisture: 16.8 %

RH.SPR24000782 App. (D ) 7 of 9

Depth 0.50 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand with Gravel Test Pit No. 2

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

5%

10%

15%

20%

25%

10 100

M o is tu re

% Gravel = 35.2% AASHTO CLASSIFICATION: A-1-b

% Sand = 45.6% Coeff. of Curvature, CC =

% Silt & Clay= 19.1% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 6190.4

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 92.4% 0.0%

1.75" 0.0%

1.50" 90.2% 0.0%

1.25" 0.0%

1.00" 80.5% 19.1%

3/4" 77.0% 0.0%

5/8" 0.0%

1/2" 72.9% 0.0%

3/8" 70.0% 0.0%

#4 64.8% 0.0%

#10 60.3% 0.0%

#40 49.5% 0.0%

#200 19.1% 19.1%

#N/A 0.0% 49.5%

#N/A 0.0% 60.3%

#N/A 0.0% 64.8%

#N/A 0.0% 70.0%

#N/A 0.0% 72.9%

#N/A 0.0%

#N/A 0.0% 77.0%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 44.24 42.58 40.91

Weight of Dry Soils + Pan: 40.63 39.43 38.19

Weight of Pan: 22.21 22.13 22.19

Weight of Dry Soils: 18.42 17.30 16.00

Weight of Moisture: 3.61 3.15 2.72

% Moisture: 19.6 % 18.2 % 17.0 %

N: 17 26 33

Liquid Limit @ 25 Blows: 18. %

Plastic Limit: 16. %

Plasticity Index, IP: 2. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan: 32.72

Weight of Dry Soils + Pan: 31.24

Weight of Pan: 22.10

Weight of Dry Soils: 9.14

Weight of Moisture: 1.48

% Moisture: 16.2 %

RH.SPR24000782 App. (D ) 8 of 9

Depth 1.00 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand with Gravel Test Pit No. 2

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

5%

10%

15%

20%

25%

10 100

M o is tu re

% Gravel = 6.6% AASHTO CLASSIFICATION: A-2-4

% Sand = 78.1% Coeff. of Curvature, CC =

% Silt & Clay= 15.4% Coeff. of Uniformity, CU =

Fineness Modulus= #

Sample

Weight (g): 4423.1

Cumulative Interpolated

Sieve Percent Percent

Size Passing Passing

3.00" 100.0% 0.0%

2.50" 100.0% 0.0%

2.00" 94.2% 0.0%

1.75" 0.0%

1.50" 91.5% 0.0%

1.25" 0.0%

1.00" 90.1% 15.4%

3/4" 89.7% 0.0%

5/8" 0.0%

1/2" 87.6% 0.0%

3/8" 85.9% 0.0%

#4 93.4% 0.0%

#10 79.0% 0.0%

#40 55.6% 0.0%

#200 15.4% 15.4%

#N/A 0.0% 55.6%

#N/A 0.0% 79.0%

#N/A 0.0% 93.4%

#N/A 0.0% 85.9%

#N/A 0.0% 87.6%

#N/A 0.0%

#N/A 0.0% 89.7%

Liquid Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

N: NP.

Liquid Limit @ 25 Blows: 0. %

Plastic Limit: 0. %

Plasticity Index, IP: 0. %

Plastic Limit Determination

#1 #2 #3 #4 #5 #6

Weight of Wet Soils + Pan:

Weight of Dry Soils + Pan:

Weight of Pan:

Weight of Dry Soils:

Weight of Moisture:

% Moisture:

RH.SPR24000782 App. (D ) 9 of 9

Depth 1.50 m

Project No. RH.SPR24000782

ASTM D-2487 -11 Unified Soils Classification System

SM, Silty Sand Test Pit No. 2

0.0 %

10.0 %

20.0 %

30.0 %

40.0 %

50.0 %

60.0 %

70.0 %

80.0 %

90.0 %

100.0 %

0.001 0.01 0.1 1 10 100

P a ss in g

Particle Size (mm)

Grain Size Distribution

Sieve Sizes Sieve Results

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

10 100

M o is tu re

Appendix (E)

Proctor Test Results

Test Pit No. 1

Depth 0.00 m

Project No. RH. SPR24000782-Rev.0

Note: N.P. indicates information not provided by the Client

Uncorrected:

Maximum Dry Density, Mg/m 3 2.12

Optimum Moisture Content, % 9.2

Corrected for Oversize Material:

(Retained on 3/4": 30% )*

Maximum Dry Density, Mg/m 3 2.14

Optimum Moisture Content, % 8.9

Remarks :- The test results related only to the specimen(s) tested

TEST RESULTS:

TEST REPORT

MOISTURE-DRY DENSITY RELATIONSHIP

1.900

1.950

2.000

2.050

2.100

2.150

2.200

2.250

2.300

0 1 2 3 4 5 6 7 8 9 10 11 12 13

D ry

D e n s it y

M g

/m

Moisture Content (%)

SPBR200000141

App. (D ) 1 of 1

Test Pit No. 2

Depth 0.00 m

Project No. RH. SPR24000782-Rev.0

Note: N.P. indicates information not provided by the Client

Uncorrected:

Maximum Dry Density, Mg/m 3 2.11

Optimum Moisture Content, % 9.0

Corrected for Oversize Material:

(Retained on 3/4": 30% )*

Maximum Dry Density, Mg/m 3 2.15

Optimum Moisture Content, % 8.3

Remarks :- The test results related only to the specimen(s) tested

TEST REPORT

MOISTURE-DRY DENSITY RELATIONSHIP

TEST RESULTS:

1.900

1.950

2.000

2.050

2.100

2.150

2.200

2.250

2.300

0 1 2 3 4 5 6 7 8 9 10 11 12 13

D ry

D e n s it y

M g

/m

Moisture Content (%)

SPBR200000141

App. (D ) 1 of 1

Appendix (F)

Configuration of Test Pits

Appendix (G)

Defects Locations.

RH.SPR24000782 – Rev.0 App (I) 1 of 1

Defects Locations

Appendix (H)

Test Locations i i er

(A\___ w

GD

F!RE CSCIIPE

RAMP UP

� i.��L 1or. o

EX.A.GRILLI 2000X400 � �

EX.A.DUCT 2 OOX40CH/A�

CFM 1 320

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H CFM 830

EX.A.GRILL 2000X400

EX.A.DUCT 2 OOX400 T/A

CFM 1 320

H

7m

EX.A.GRILL 600X400

EX.A.DUC 600X400

CFM :830

M?7

EX.A.GRILL 2000X400

EX.A.tiVct 2 OOX400 TfA

CFM 1 320

EX.A.GRJLL 600X400 JIiii I·' Ex.A.DUCi 600X400 - ----mmill

CFM 830

EX.A.GRUi.f 2000X400

...,X.A.DUC '-';"'"' OOX400 TIA

CFMJ1 320

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EX.A.GRILL 600X400

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EX.A.GRILL 2000X400/,�

EX.A.DUCT 2 X

H

CFM 1 320

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CFM is3o

�EX.�A�.GT,R�IL�Ls-.t.'2�000=X4�0�0� --, _ill_ EX.A.DUCT� OOX400T/A

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NOTES:-

1. �.LL DIMENSIONS ARE IN l�lcLIMETERS UNLi:SS

OTHERWISE INDICATED: AND J:VELS ARE IN

Ml::TERS.

2. �.LL EQUlrMENTS DETAILS WILL 3l

RFSIJRMITTED AFTER l�AllRIAL APPROVAL.

SWROLS DC:SCR-PTION

SUPPLY .A:R DUCT

RITURN AIR DUCT & RETURN AIR CUTCUT

FRESH AR DUC T

��;--t-:----:::-:--_-----:::--·-----EXHAUST AIR DLCT

,?P

CP

_ ___ s� -j>sb;'e;.'Q,'&A�

Cb f/A f/8

F /A

F/B

REFCSIGER/\NT PIPING

OR"JN PIPE

PRCIPFI I FR (WAI I MOU,\JTFD) FM-I

HI-WALL SPLIT UNIT

PACKAGE AIR CONDEt�SING UNIT

AIR COOLED CONQC:NSING l!

NIT

LINEAR GRILLE

EXHAUST AIR GRILLE

EXHAL:ST AJR GRILLE

PLENLM

FLEXIBLE CONNECTION

SOUND ATTENUATOR

VOLUME DAMPER

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FIRE DAMP ER

ROOF UP BLAST EXI-AUST FAN

FLOOR MOUNT[D EXHAUST rAN

TC ABOVE

TO SLOW

FROM A80VE

F ROM BLOW

ABBREVIATIONS:-

TGI. TRANSVERSE GRILLE

RG. RETURN GRILLE

DU. DOOR UNDERCUT

DG. DOOR GRILLE

SD. SUPPLY DIFFUSSER

p,�, RETURN DIFFUSSER

SR. -- SUPPLY REGISTCR

FD FIRE D/1MPER

VD. = VOLUME DAMPER

F.F.L. = FINISH FLOOR L:VEL

EF = EXHAUST FAN

SAD SUPPLY AIR QUCI

R.6.0 = RETURN i\lR DUCT

EAD = EXHAUST AIR DUCT

cf = EXHAUST FAN F.C.U. = FAN COIi UNIT

E.G. = EXH/1\JST GRILL

VAV. = VARI.ABLE AIR VOLUME

BMO. = BELL IAOUTH OPENlflG

</J. = �IAMUER

This is to certify that the following Submittal are Checked and meets the Contract Requirements.

r-_ ____ Approved:

Approved with Corrections as Noted on

Submittal data or attached sheet(s).

e-------

Architectural

Civil

Struct

Mechanical

Electrical

C.Q.C Manager

Signature

SITE KEY Pl.AN .

L

AZMEEL

-04

0 11-05-20�8

REV. DATE TRANSMITTAL

NO.

SU3MITTED FOR APPROVAL

DESCRIPTION

PROJECT

ISSSF , TSNll1U SW� & IFR

KHAS4M AL-AN , A'c_-RIYADH

CLIENT & CONSi.;LlANT ;

KINGDOM OF SAUDI ARABIA

1\/'.TIONI\L GUARD

T£CHN1Cf,L �FFAIRS G�NrnAl �IRECTORATE FOR PROJE CONSUlfANT ; JOINT CNGINC(RING TCAM (JCT)

CO NTRACTOR :

DRA WII\G TITLE

-L.,i�! �jAl\"51-11 s,<)-_,ll .,. .,.>

��1:uu:., eµl.:..!!;..t.i1;Jb'il

HVAC LAYOUT FOR GROUND FLOOR

RE-PRODUCED BY: CAD B Y: CHECKED BY: APPROV�O BYj DATE:

SAKHR ENG. M.A. ENG M.A . 15/C·9/2018

DWG, SCALE: Q.C BY; SUOMITTCD BY P.M CCNT DWG. No

1 :SJ KHADER.S IBRAHIM.M 040- M1 01

AZMEEL CO-ORDINATION:

ARCHITECTURAL S TRUCTURAL MECHANICAL ELECTRIC AL

S HA'.)Y,K 1-'/INY.K ENG, MA ENG. MA

DRJIWI NG N::J.

IFR--SD-M 101

Core Test Location #1

Core Test Location #2Core Test

Location #3

Core Test Location #4

Core Test Location #5

Foundation Excavation #1

Foundation Excavation #2

Abraham.E.Plotkin Highlight

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