Attachment 9 - 2022-01-31_RSLFAC Phase 2A_Supplementary Geotechnical Report_Al Qassim.pdf

SUPPLEMENTARY

GEOTECHNICAL REPORT

ON ALLOWABLE

BEARING PRESSURES

SUBMITTED TO:

USACE Transatlantic Middle East District 201 Prince Frederick Drive Winchester, VA 22602

PREPARED BY:

Tetra Tech 100 Nickerson Road Marlborough, MA 01752

CONTRACT: W912QR-19-D-0029

TASK NUMBER: W912ER21F0004

31 January 2022 Corrected Final Submittal

Architect and Engineering Services for Royal Saudi Land Forces Aviation Command

Master Planning and Construction Phase 2A Facilities and Infrastructure

DAMMAM AIR BASE, AL QASSIM AVIATION INSTITUTE,

KINGDOM OF SAUDI ARABIA

Country Sensitive

CONTENTS

Coffey Geotechnics 03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022 iv

1 INTRODUCTION 1

1.1 Background 1

1.2 Scope of Report 1

2 SUMMARY OF PREVIOUS RECOMMENDATIONS 2

2.1 Dammam 2

2.2 Al Qassim 3

3 GROUND MODEL ASSUMPTIONS 5

3.1 Dammam 5

3.2 Al Qassim 5

4 REVISED BEARING PRESSURE CALCULATIONS 6

4.1 General 6

4.2 Dammam – Zone A 6

4.2.1 Pad Foundations 6

4.2.2 Trench Foundations 7

4.3 Dammam – Zones B & C 8

4.3.1 Pad Foundations 8

4.3.2 Trench Foundations 10

4.4 Dammam – Zone D 11

4.4.1 Pad Foundations 11

4.4.2 Trench Foundations 13

4.5 Dammam – Airfield 14

4.5.1 Pad Foundations 14

4.5.2 Trench Foundations 16

4.6 Al Qassim 17

4.6.1 Pad Foundations 17

4.6.2 Trench Foundations 19

5 RECOMMENDATIONS 21

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6 REFERENCES 22

Tables

Table 2-1 Pad Foundation Sizing - Dammam

Table 2-2 Trench Foundation Sizing – Dammam

Table 2-3 Square Pad Foundation Sizing – Al Qassim

Table 2-4 Trench Foundation Sizing – Al Qassim

Table 3-1 Depth and Level of Strata by Zone

Table 4-1 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Zone A)

Table 4-2 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Zone A)

Table 4-3 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Zone A)

Table 4-4 Trench Foundation Sizing @ 1.0m depth (Dammam – Zone A)

Table 4-5 Trench Foundation Sizing @ 1.5m depth (Dammam – Zone A)

Table 4-6 Trench Foundation Sizing @ 2.0m depth (Dammam – Zone A)

Table 4-7 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Zones B & C)

Table 4-8 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Zones B & C)

Table 4-9 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Zones B & C)

Table 4-10 Trench Foundation Sizing @ 1.0m depth (Dammam – Zones B & C)

Table 4-11 Trench Foundation Sizing @ 1.5m depth (Dammam – Zones B & C)

Table 4-12 Trench Foundation Sizing @ 2.0m depth (Dammam – Zones B & C)

Table 4-13 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Zone D)

Table 4-14 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Zone D)

Table 4-15 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Zone D)

Table 4-16 Trench Foundation Sizing @ 1.0m depth (Dammam – Zone D)

Table 4-17 Trench Foundation Sizing @ 1.5m depth (Dammam – Zone D)

Table 4-18 Trench Foundation Sizing @ 2.0m depth (Dammam – Zone D)

Table 4-19 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Airfield)

Table 4-20 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Airfield)

Table 4-21 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Airfield)

Table 4-22 Trench Foundation Sizing @ 1.0m depth (Dammam – Airfield)

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Table 4-23 Trench Foundation Sizing @ 1.5m depth (Dammam – Airfield)

Table 4-24 Trench Foundation Sizing @ 2.0m depth (Dammam – Airfield)

Table 4-25 Square Pad Foundation Sizing @ 1.0m depth (Al Qassim)

Table 4-26 Square Pad Foundation Sizing @ 1.5m depth (Al Qassim)

Table 4-27 Square Pad Foundation Sizing @ 2.0 depth (Al Qassim)

Table 4-28 Trench Foundation Sizing @ 1.0m depth (Al Qassim)

Table 4-29 Trench Foundation Sizing @ 1.5m depth (Al Qassim)

Table 4-30 Trench Foundation Sizing @ 2.0 depth (Al Qassim)

Appendices

Appendix A – Bearing Pressure Calculation Summary Sheets – Pad / Square Foundations

Appendix B – Bearing Pressure Calculation Summary Sheets – Trench / Strip Foundations

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Supplementary Report on Allowable Bearing Pressure

1 INTRODUCTION

1.1 Background

The Kingdom of Saudi Arabia (KSA), on behalf of the Royal Saudi Land Forces Aviation Command (RSLFAC) and the US Government implemented Foreign Military Sales (FMS) Cases SR-B-WAL is to provide for the purchase, deployment, and support of various rotary wing aircraft. The project includes design and construction services to establish, renovate, and augment RSLFAC bases throughout the Kingdom to support the fielding and operations for these aircraft.

To facilitate this work Master Plans for five (5) Rotary Wing Air Bases were prepared. The Master Plans were prepared for the bases at Khamis Mushait (2nd Aviation Group), Tabuk (3rd Aviation Group), Dammam (4th Aviation Group), Al Qassim (Aviation Institute), and Al Kharj (Logistics Group).

Under W912ER-14-D-0004 Task Order 0006 the 65% designs for the facilities and infrastructure were prepared for the same bases. This current task order required Tetra Tech to update the previously prepared Master Plans prepared under W912ER-14-D-0004 Task Order 0004, prepare a new Master Plan for a new Rotary Wing Base, perform a geotechnical investigation at the five (5) bases covered by W912ER-14-D-0004 Task Order 0006 and develop the 100% facility and infrastructure design for three

(3) of the five (5) bases covered by W912ER-14-D-0004 Task Order 0006.

Ground investigation reports for the five bases were issued in September 2021. This report provides a review and revision of allowable bearing pressures at the RSLFAC 4th Aviation Group at Dammam and the RSLFAC Aviation Institute at Al Qassim.

1.2 Scope of Report

Tetra Tech GLS was contracted to produce a Ground Investigation Report for five (5) RSLFAC bases in Saudi Arabia (ref: 1). The report produced for each base included net allowable bearing pressures to be applied equally to pad and trench foundations.

Since the production of the Ground Investigation Report, it has become apparent that some of the foundation bases required do not comply with the spacing requirements of UFC 3-220-01 paragraph 1809.4.

It is noted that the original ground investigation reports were based on conservative assumptions regarding ground conditions at each of the sites. As a result, a review of the ground models adopted at both sites has been undertaken. Following the review, this supplementary report presents updated net allowable bearing pressures needed to support the design for the proposed structures at the 4th Aviation Group in Dammam and the Aviation Institute in Al Qassim. It should be further noted that the proposed structural designs for four of the five bases were standardized using the worst-case geotechnical conditions which were those found at the Dammam base. The single structure at Al Qassim was unique to that base so it was evaluated based on the Qassim specific site geotechnical conditions.

Thus, the evaluations provided herein can be made applicable to the proposed structural designs for all five bases.

Supplementary Report on Allowable Bearing Pressure

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

2 SUMMARY OF PREVIOUS RECOMMENDATIONS

This section presents the results originally presented in Appendix A (Dammam), Section 9.4.2, and Appendix D (Al Qassim), Section 9.2.2 of the Ground Investigation Report (ref: 1).

The net allowable bearing pressure (qa) is calculated based on the lower of the ultimate bearing resistance (qu) divided by a Factor of Safety of 3.0 or the pressure which would cause a settlement of 25 mm (qsls). This follows the general methodology set out in the USACE Engineer Manuals (ref: 2 and 3).

2.1 Dammam

The results for a variety of potential foundation sizes are given below, for square and strip footings, assuming a minimum foundation depth of 1.0 m below ground level. The settlement calculation has been made using Schmertmann’s method within the USACE engineer manual (ref: 2) and is based on the assumption that the thickness of Aeolian Sands is limited to 6m. This is conservative for all Zones except Zone E. Zone E has a greater thickness of Aeolian Sands than 6m (depth not proven).

The net allowable bearing pressures given below should be applied equally to foundations on the naturally occurring Aeolian Sand and also to those on engineered fill. The engineered fill is likely to provide improved material properties if compaction is carried out to an appropriate specification, so the tables below provide conservative values.

Table 2-1 Pad Foundation Sizing - Dammam

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1 (kN)

0.75 m x 0.75 m 159 277 159 90

1.0 m x 1.0 m 171 222 171 171

1.5 m x 1.5 m 195 163 163 366

2.0 m x 2.0 m 219 152 152 607

2.5 m x 2.5 m 244 154 154 962

3.0 m x 3.0 m 268 136 136 1,224 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 2-2 Trench Foundation Sizing - Dammam

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 168 159 159 119

1.0 m strip 183 127 127 127

1.5 m strip 213 95 95 142

2.0 m strip 244 97 97 195

2.5 m strip 274 116 116 290

3.0 m strip 304 119 119 357 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

2.2 Al Qassim

As with section 2.1, the results for a variety of potential foundation sizes are given below, for square and strip footings, assuming a minimum foundation depth of 1.0 m below ground level. The settlement calculation has been made using Schmertmann’s method within the USACE engineer manual (ref: 2) and is based on the assumption that the depth of influence of the foundation does not reach the underlying Sarah Formation bedrock. Hence, the results are conservative.

The net allowable bearing pressures given below were applied to foundations only on the naturally occurring Quaternary Deposits (Aeolian Sand).

Table 2-3 Square Pad Foundation Sizing – Al Qassim

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 146 296 146 82

1 m x 1 m 156 240 156 156

1.5 m x 1.5 m 177 180 177 399

2 m x 2 m 198 148 148 590

2.5 m x 2.5 m 219 127 127 792

3 m x 3 m 241 112 112 1,010 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 2-4 Trench Foundation Sizing – Al Qassim

Foundation size Allowable qa (net) kPa qSLS (net) kPa qa kPa

Allowable foundation load NOTE 3

(kN/m)

0.75 m strip 154 177 154 115

1 m strip 167 145 145 145

1.5 m strip 193 110 110 165

2 m strip 219 91 91 182

2.5 m strip 246 79 79 198 NOTE 3 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

3 GROUND MODEL ASSUMPTIONS

The ground model at Dammam and Al Qassim used for the original bearing pressure calculations assumed that Aeolian Sand was present beneath the foundations to the full depth of influence of the foundation. In fact, for most zones of the Dammam site and for the Al Qassim site, rockhead is present within the depth of influence of some of the foundations. A summary of the ground model at each site is provided in the following sections.

3.1 Dammam

The depth below ground level and level of strata in each zone is presented in Table 3-1 below. Zone E is not included due to the depth of rock being greater than 6m. The original values still apply.

Table 3-1 Depth and Level of Strata by Zone

Zone Stratum Depth (m) Level (m)

Top Base Top Base

A Aeolian Sand 0 3.1 +8.8 +5.7

Marl 3.1 >10 +5.7 <-1.2

B & C Aeolian Sand 0 4.9 +8.2 +8.5 +3.1 +3.4

Marl 4.9 >6.5 +3.1 +3.4 <+1.7 <+2.0

D Aeolian Sand 0 5.2 +7.1 +1.9

Marl 5.2 >6.5 +1.9 <+0.6

Airfield Aeolian Sand 0 3.5 +8.2 +4.7

Marl 3.5 >3.5 +4.7 <+4.7

For the purposes of foundation design calculation, the parameters adopted for the Aeolian Sand in the original ground investigation report have been adopted in this report. When the depth of influence of the foundation is within the Marl, a conservative N value in accordance with Fig 8 in the Dammam report within Ref 1 has been adopted.

3.2 Al Qassim

For the purposes of foundation design calculation, the parameters adopted for the Aeolian Sand in the original ground investigation report have been adopted in this report. When the depth of influence of the foundation is within the Marl, a conservative N value of 50 is adopted (deeper than 3m below ground level).

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

4 REVISED BEARING PRESSURE CALCULATIONS

4.1 General

The original ground investigation reports provided allowable bearing pressure values for foundations founded at 1.0m depth below existing ground level only. Allowable bearing pressures for a range of foundation depths are presented in the following sections to allow the design team to select the most appropriate foundation depth for the loads applied. Appendix A and Appendix B contain summary calculation sheets for all cases presented below.

4.2 Dammam – Zone A

4.2.1 Pad Foundations

Table 4-1 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Zone A)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 159 277 159 90

1 m x 1 m 171 222 171 171

1.5 m x 1.5 m 195 171 171 384

2 m x 2 m 219 173 173 692

2.5 m x 2.5 m 244 180 180 1,128

3 m x 3 m 268 165 165 1,486 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-2 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Zone A)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 221 294 221 124

1 m x 1 m 233 239 233 233

1.5 m x 1.5 m 257 199 199 448

2 m x 2 m 281 195 195 780

2.5 m x 2.5 m 305 204 204 1,273

3 m x 3 m 329 189 189 1,702 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 4-3 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Zone A)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 282 318 282 159

1 m x 1 m 294 276 276 276

1.5 m x 1.5 m 318 237 237 534

2 m x 2 m 343 238 238 952

2.5 m x 2.5 m 367 234 234 1,465

3 m x 3 m 391 218 218 1,961 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

4.2.2 Trench Foundations

Table 4-4 Trench Foundation Sizing @ 1.0m depth (Dammam – Zone A)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 168 167 167 125

1.0 m strip 183 148 148 148

1.5 m strip 213 127 127 190

2.0 m strip 244 132 132 263

2.5 m strip 274 134 134 334

3.0 m strip 304 128 128 385 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 4-5 Trench Foundation Sizing @ 1.5m depth (Dammam – Zone A)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 230 197 197 147

1.0 m strip 245 169 169 169

1.5 m strip 275 153 153 229

2.0 m strip 305 150 150 299

2.5 m strip 335 150 150 374

3.0 m strip 365 143 143 428 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-6 Trench Foundation Sizing @ 2.0m depth (Dammam – Zone A)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 291 232 232 174

1.0 m strip 306 212 212 212

1.5 m strip 336 190 190 285

2.0 m strip 367 181 181 363

2.5 m strip 397 167 167 418

3.0 m strip 427 160 160 480 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

4.3 Dammam – Zones B & C

4.3.1 Pad Foundations

Table 4-7 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Zones B & C)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 159 277 159 90

1 m x 1 m 171 222 171 171

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

1.5 m x 1.5 m 195 163 163 366

2 m x 2 m 219 152 152 607

2.5 m x 2.5 m 244 159 159 992

3 m x 3 m 268 143 143 1,287 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-8 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Zones B & C)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 221 294 221 124

1 m x 1 m 233 235 233 233

1.5 m x 1.5 m 257 171 171 386

2 m x 2 m 281 161 161 644

2.5 m x 2.5 m 305 172 172 1,073

3 m x 3 m 329 157 157 1,416 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-9 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Zones B & C)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 282 308 282 159

1 m x 1 m 294 246 246 246

1.5 m x 1.5 m 318 179 179 403

2 m x 2 m 343 175 175 699

2.5 m x 2.5 m 367 188 188 1,173

3 m x 3 m 391 175 175 1,576 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

4.3.2 Trench Foundations

Table 4-10 Trench Foundation Sizing @ 1.0m depth (Dammam – Zones B & C)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 168 159 159 119

1.0 m strip 183 127 127 127

1.5 m strip 213 101 101 152

2.0 m strip 244 108 108 216

2.5 m strip 274 119 119 298

3.0 m strip 304 111 111 334 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-11 Trench Foundation Sizing @ 1.5m depth (Dammam – Zones B & C)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 230 168 168 126

1.0 m strip 245 136 136 136

1.5 m strip 275 113 113 170

2.0 m strip 305 119 119 239

2.5 m strip 335 133 133 331

3.0 m strip 365 125 125 374 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 4-12 Trench Foundation Sizing @ 2.0m depth (Dammam – Zones B & C)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 291 175 175 131

1.0 m strip 306 148 148 148

1.5 m strip 336 129 129 193

2.0 m strip 367 133 133 266

2.5 m strip 397 148 148 371

3.0 m strip 427 142 142 426 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

4.4 Dammam – Zone D

4.4.1 Pad Foundations

Table 4-13 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Zone D)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 159 277 159 90

1 m x 1 m 171 222 171 171

1.5 m x 1.5 m 195 163 163 366

2 m x 2 m 219 152 152 607

2.5 m x 2.5 m 244 157 157 980

3 m x 3 m 268 140 140 1,264 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-14 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Zone D)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 221 294 221 124

1 m x 1 m 233 235 233 233

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

1.5 m x 1.5 m 257 171 171 386

2 m x 2 m 281 160 160 639

2.5 m x 2.5 m 305 168 168 1,053

3 m x 3 m 329 153 153 1,376 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-15 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Zone D)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 282 308 282 159

1 m x 1 m 294 246 246 246

1.5 m x 1.5 m 318 179 179 403

2 m x 2 m 343 169 169 677

2.5 m x 2.5 m 367 183 183 1,141

3 m x 3 m 391 169 169 1,517 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

4.4.2 Trench Foundations

Table 4-16 Trench Foundation Sizing @ 1.0m depth (Dammam – Zone D)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 168 159 159 119

1.0 m strip 183 127 127 127

1.5 m strip 213 99 99 148

2.0 m strip 244 103 103 206

2.5 m strip 274 112 112 281

3.0 m strip 304 104 104 313 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-17 Trench Foundation Sizing @ 1.5m depth (Dammam – Zone D)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 230 168 168 126

1.0 m strip 245 135 135 135

1.5 m strip 275 109 109 164

2.0 m strip 305 113 113 227

2.5 m strip 335 124 124 310

3.0 m strip 365 117 117 350 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 4-18 Trench Foundation Sizing @ 2.0m depth (Dammam – Zone D)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 291 175 175 131

1.0 m strip 306 145 145 145

1.5 m strip 336 123 123 184

2.0 m strip 367 125 125 249

2.5 m strip 397 137 137 343

3.0 m strip 427 130 130 390 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

4.5 Dammam – Airfield

4.5.1 Pad Foundations

Table 4-19 Square Pad Foundation Sizing @ 1.0m depth (Dammam – Airfield)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 159 277 159 90

1 m x 1 m 171 222 171 171

1.5 m x 1.5 m 195 166 166 374

2 m x 2 m 219 165 165 660

2.5 m x 2.5 m 244 172 172 1,078

3 m x 3 m 268 161 161 1,451 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-20 Square Pad Foundation Sizing @ 1.5m depth (Dammam – Airfield)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 221 294 221 124

1 m x 1 m 233 235 233 233

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

1.5 m x 1.5 m 257 184 184 414

2 m x 2 m 281 183 183 733

2.5 m x 2.5 m 305 192 192 1,200

3 m x 3 m 329 183 183 1,646 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-21 Square Pad Foundation Sizing @ 2.0m depth (Dammam – Airfield)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 282 318 282 159

1 m x 1 m 294 254 254 254

1.5 m x 1.5 m 318 210 210 472

2 m x 2 m 343 217 217 866

2.5 m x 2.5 m 367 217 217 1,357

3 m x 3 m 391 203 203 1,827 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

4.5.2 Trench Foundations

Table 4-22 Trench Foundation Sizing @ 1.0m depth (Dammam – Airfield)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 168 162 162 122

1.0 m strip 183 140 140 140

1.5 m strip 213 121 121 181

2.0 m strip 244 125 125 249

2.5 m strip 274 128 128 319

3.0 m strip 304 124 124 372 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-23 Trench Foundation Sizing @ 1.5m depth (Dammam – Airfield)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 230 180 180 135

1.0 m strip 245 157 157 157

1.5 m strip 275 143 143 215

2.0 m strip 305 140 140 281

2.5 m strip 335 143 143 358

3.0 m strip 365 138 138 413 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 4-24 Trench Foundation Sizing @ 2.0m depth (Dammam – Airfield)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 291 204 204 153

1.0 m strip 306 189 189 189

1.5 m strip 336 163 163 245

2.0 m strip 367 173 173 345

2.5 m strip 397 160 160 401

3.0 m strip 427 155 155 466 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

4.6 Al Qassim

4.6.1 Pad Foundations

Table 4-25 Square Pad Foundation Sizing @ 1.0m depth (Al Qassim)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 146 296 146 82

1 m x 1 m 156 240 156 156

1.5 m x 1.5 m 177 197 177 399

2 m x 2 m 198 180 180 720

2.5 m x 2.5 m 219 173 173 1,081

3 m x 3 m 241 180 180 1,620 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-26 Square Pad Foundation Sizing @ 1.5m depth (Al Qassim)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 203 321 203 114

1 m x 1 m 214 272 214 214

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

1.5 m x 1.5 m 235 239 235 528

2 m x 2 m 256 236 236 944

2.5 m x 2.5 m 277 221 221 1,381

3 m x 3 m 298 217 217 1,956 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-27 Square Pad Foundation Sizing @ 2.0 depth (Al Qassim)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 2

(kN)

0.75 m x 0.75 m 260 374 260 146

1 m x 1 m 271 340 271 271

1.5 m x 1.5 m 292 336 292 657

2 m x 2 m 313 307 307 1,226

2.5 m x 2.5 m 334 301 301 1,883

3 m x 3 m 355 305 305 2,744 NOTE 2 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

4.6.2 Trench Foundations

Table 4-28 Trench Foundation Sizing @ 1.0m depth (Al Qassim)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 154 192 154 115

1.0 m strip 167 175 167 167

1.5 m strip 193 173 173 260

2.0 m strip 219 157 157 314

2.5 m strip 246 153 153 383

3.0 m strip 272 154 154 463 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied accordingly.

Table 4-29 Trench Foundation Sizing @ 1.5m depth (Al Qassim)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 211 233 211 158

1.0 m strip 224 228 224 224

1.5 m strip 250 208 208 312

2.0 m strip 277 222 222 443

2.5 m strip 303 190 190 474

3.0 m strip 329 191 191 573 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Table 4-30 Trench Foundation Sizing @ 2.0 depth (Al Qassim)

Foundation size Allowable qa (net) (kPa) qSLS (net) (kPa) qa (kPa)

Allowable foundation load NOTE 1

(kN)

0.75 m strip 268 325 268 201

1.0 m strip 281 294 281 281

1.5 m strip 308 288 288 432

2.0 m strip 334 269 269 538

2.5 m strip 360 231 231 576

3.0 m strip 386 231 231 692 NOTE 1 The values are for vertical loads only, applied centrally to the foundation. For foundations with eccentric loading, the effective bearing area should be calculated, and the allowable bearing capacity applied

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

Supplementary Report on Allowable Bearing Pressure

5 RECOMMENDATIONS

Where foundation loading is such that the allowable bearing pressures provided in the original ground investigation reports result in foundation dimensions that are too large to allow compliance with the foundation spacing requirements of UFC 3-220-01 paragraph 1809.4, the revised allowable bearing pressures contained within this report should be used, with foundation depth increased to provide a higher allowable bearing pressure as necessary.

If the spacing between foundations remains uncompliant with the requirements of UFC 3-220-01, the relationship between allowable bearing pressure and foundation spacing can be assumed to be linear.

Therefore, if spacing is 0m, then the trench foundation allowable bearing pressure applies and if spacing is 1.5x dimension of largest foundation, the square footing allowable bearing pressure applies.

If spacing is 0.75x dimension of the largest foundation, then the allowable bearing pressure can be taken as half-way between the two and so on. This relationship should only be applied if the allowable bearing pressure for the trench footing is lower than the allowable bearing pressure for the square footing.

It should be noted that the following stipulations should also apply:

- Footings within 1.5B of each other (based on the larger footing) shall be placed at the same elevation.

- A minimum footing spacing of 0.5B (based on the larger footing) shall be maintained to limit interactions.

03442AA_R_002A_AA RSLFAC Phase 2A - Supplementary Report on Allowable Bearing Pressure.docx 7th January 2022

6 REFERENCES

1. 10th September 2021, Coffey Geotechnics, Collated Geotechnical Investigation Reports

2. 30th October 1992, United States Army Corps of Engineers, Engineering and Design - Bearing Capacity of Soils, Engineer Manual No.: 1110-1-1905

3. 30th September 1990, United States Army Corps of Engineers, Engineering and Design - Settlement Analysis, Engineer Manual No.: 1110-1-1904

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Appendix A Bearing Pressure Calculation Summary Sheets – Pad / Square Foundations

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01 Dammam - Bearing Pressure Calculations v2.1_AA Zone A (1.0m).xlsx qu = c.Nc.ζc + + σ'D.Nq.ζq d = 1 m γ' = 15.2 kN/m3 φ = 31 ° c = 0 kPa

Nc = 40.41 Nγ = 23.8 Nq = 25.28 shape = square ζc = 1.3 ζγ = 0.8 ζq = 1 ζc = 1 ζγ = 1 ζq = 1

FOS = 3

B

(m)

0.75

1.00

1.50

2.00

2.50

3.00

1,128

1,486

Qa square (kN) qa square (kPa) square (kPa) square (kPa) qu square (kPa)

Allowable loads based on factored ultimate resistance (AD DAMMAM - Zone A @ 1.0m depth)

Vertical non-eccentric

0.5.B'.γ'.Nγ.ζγ ultimate qu (net) allowable qa (net) qsls (net) qa lim

Page 1 of 7 07/01/2022

SQUARE Δp (gr)= 292 Δp (net)= 277 σIzp 20.9 t = 10 years γ = 15.2 kN/m3 max z 1.5 (= 2*B)

Δzi/B 0.1 d = 1 m Izp = 0.864012 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 15.2 15.20 0.973 1.4 0.75 0.75 10 0.1 0.0000

0.1 0.1 15.2 16.34 0.973 1.4 0.75 0.75 10 0.25 0.7149

0.2 0.2 15.2 17.48 0.973 1.4 0.75 0.75 10 0.41 1.1471

0.3 0.2 15.2 18.62 0.973 1.4 0.75 0.75 10 0.56 1.5792

0.4 0.3 15.2 19.76 0.973 1.4 0.75 0.75 10 0.71 2.0113

0.5 0.4 15.2 20.90 0.973 1.4 0.75 0.75 10 0.86 2.4434 Izp

0.6 0.5 15.2 22.04 0.973 1.4 0.75 0.75 10 0.806 2.2805

0.7 0.5 15.2 23.18 0.973 1.4 0.75 0.75 10 0.749 2.1177

0.8 0.6 15.2 24.32 0.973 1.4 0.75 0.75 10 0.691 1.9548

0.9 0.7 15.2 25.46 0.973 1.4 0.75 0.75 10 0.634 1.7919

1.0 0.8 15.2 26.60 0.973 1.4 0.75 0.75 10 0.576 1.6290

1.1 0.8 15.2 27.74 0.973 1.4 0.75 0.75 10 0.518 1.4661

1.2 0.9 15.2 28.88 0.973 1.4 0.75 0.75 10 0.461 1.3032

1.3 1.0 15.2 30.02 0.973 1.4 0.75 0.75 10 0.403 1.1403

1.4 1.1 15.2 31.16 0.973 1.4 0.75 0.75 10 0.346 0.9774

1.5 1.1 15.2 32.30 0.973 1.4 0.75 0.75 10 0.288 0.8145 Esi = 2N MPa

1.6 1.2 15.2 33.44 0.973 1.4 0.75 0.75 10 0.230 0.6516

1.7 1.3 15.2 34.58 0.973 1.4 0.75 0.75 10 0.173 0.4887

1.8 1.4 15.2 35.72 0.973 1.4 0.75 0.75 10 0.115 0.3258

1.9 1.4 15.2 36.86 0.973 1.4 0.75 0.75 10 0.058 0.1629

2.0 1.5 15.2 38.00 0.973 1.4 0.75 0.75 10 0.000 0.0000

25.0

Aeolian Sand 0 3.1 Marl 3.1 9

<< GOAL SEEK to obtain 25mm varying Δp(gr) [Cell F1]

Page 2 of 7 07/01/2022

SQUARE Δp (gr)= 237 Δp (net)= 222 σIzp 22.8 t = 10 years γ = 15.2 kN/m3 max z 2 (= 2*B)

Δzi/B 0.1 d = 1 m Izp = 0.812167 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 15.2 15.20 0.966 1.4 1.00 1.00 10 0.1 0.0000

0.1 0.1 15.2 16.72 0.966 1.4 1.00 1.00 10 0.24 0.7283

0.2 0.2 15.2 18.24 0.966 1.4 1.00 1.00 10 0.38 1.1562

0.3 0.3 15.2 19.76 0.966 1.4 1.00 1.00 10 0.53 1.5841

0.4 0.4 15.2 21.28 0.966 1.4 1.00 1.00 10 0.67 2.0120

0.5 0.5 15.2 22.80 0.966 1.4 1.00 1.00 10 0.81 2.4399

0.6 0.6 15.2 24.32 0.966 1.4 1.00 1.00 10 0.758 2.2772

0.7 0.7 15.2 25.84 0.966 1.4 1.00 1.00 10 0.704 2.1146

0.8 0.8 15.2 27.36 0.966 1.4 1.00 1.00 10 0.650 1.9519

0.9 0.9 15.2 28.88 0.966 1.4 1.00 1.00 10 0.596 1.7892

1.0 1.0 15.2 30.40 0.966 1.4 1.00 1.00 10 0.541 1.6266

1.1 1.1 15.2 31.92 0.966 1.4 1.00 1.00 10 0.487 1.4639

1.2 1.2 15.2 33.44 0.966 1.4 1.00 1.00 10 0.433 1.3013

1.3 1.3 15.2 34.96 0.966 1.4 1.00 1.00 10 0.379 1.1386

1.4 1.4 15.2 36.48 0.966 1.4 1.00 1.00 10 0.325 0.9759

1.5 1.5 15.2 38.00 0.966 1.4 1.00 1.00 10 0.271 0.8133

1.6 1.6 15.2 39.52 0.966 1.4 1.00 1.00 10 0.217 0.6506

1.7 1.7 15.2 41.04 0.966 1.4 1.00 1.00 10 0.162 0.4880 Esi = 8*N

1.8 1.8 15.2 42.56 0.966 1.4 1.00 1.00 10 0.108 0.3253

1.9 1.9 15.2 44.08 0.966 1.4 1.00 1.00 10 0.054 0.1627

2.0 2.0 15.2 45.60 0.966 1.4 1.00 1.00 10 0.000 0.0000

25.0 << GOAL SEEK to obtain 25mm varying Δp(gr) [Cell F1]

Page 3 of 7 07/01/2022

SQUARE Δp (gr)= 186 Δp (net)= 171 σIzp 26.6 t = 10 years γ = 15.2 kN/m3 max z 3 (= 2*B)

Δzi/B 0.1 d = 1 m Izp = 0.753203 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 15.2 15.20 0.955 1.4 1.50 1.50 10 0.1 0.0000

0.1 0.2 15.2 17.48 0.955 1.4 1.50 1.50 10 0.23 0.7892

0.2 0.3 15.2 19.76 0.955 1.4 1.50 1.50 10 0.36 1.2362

0.3 0.5 15.2 22.04 0.955 1.4 1.50 1.50 10 0.49 1.6832

0.4 0.6 15.2 24.32 0.955 1.4 1.50 1.50 10 0.62 2.1302

0.5 0.8 15.2 26.60 0.955 1.4 1.50 1.50 10 0.75 2.5772

0.6 0.9 15.2 28.88 0.955 1.4 1.50 1.50 10 0.703 2.4054

0.7 1.1 15.2 31.16 0.955 1.4 1.50 1.50 10 0.653 2.2336

0.8 1.2 15.2 33.44 0.955 1.4 1.50 1.50 10 0.603 2.0618

0.9 1.4 15.2 35.72 0.955 1.4 1.50 1.50 10 0.552 1.8900

1.0 1.5 15.2 38.00 0.955 1.4 1.50 1.50 10 0.502 1.7182

1.1 1.7 15.2 40.28 0.955 1.4 1.50 1.50 10 0.452 1.5463

1.2 1.8 15.2 42.56 0.955 1.4 1.50 1.50 10 0.402 1.3745

1.3 2.0 15.2 44.84 0.955 1.4 1.50 1.50 10 0.351 1.2027

1.4 2.1 15.2 47.12 0.955 1.4 1.50 1.50 10 0.301 1.0309

1.5 2.3 15.2 49.40 0.955 1.4 1.50 1.50 23 0.251 0.3735

1.6 2.4 15.2 51.68 0.955 1.4 1.50 1.50 23 0.201 0.2988

1.7 2.6 15.2 53.96 0.955 1.4 1.50 1.50 23 0.151 0.2241 Esi = 2*N

1.8 2.7 15.2 56.24 0.955 1.4 1.50 1.50 23 0.100 0.1494

1.9 2.9 15.2 58.52 0.955 1.4 1.50 1.50 23 0.050 0.0747

2.0 3.0 15.2 60.80 0.955 1.4 1.50 1.50 23 0.000 0.0000

Page 4 of 7 07/01/2022

SQUARE Δp (gr)= 188 Δp (net)= 173 σIzp 30.4 t = 10 years γ = 15.2 kN/m3 max z 4 (= 2*B)

Δzi/B 0.1 d = 1 m Izp = 0.73852 N= 10 Z/B z σ0d σv C1 Ct L B Esi = 1.2N Izi ρi

0.0 0.0 15.2 15.20 0.956 1.4 2.00 2.00 12 0.1 0.0000

0.1 0.2 15.2 18.24 0.956 1.4 2.00 2.00 12 0.23 0.8785

0.2 0.4 15.2 21.28 0.956 1.4 2.00 2.00 12 0.36 1.3712

0.3 0.6 15.2 24.32 0.956 1.4 2.00 2.00 12 0.48 1.8639

0.4 0.8 15.2 27.36 0.956 1.4 2.00 2.00 12 0.61 2.3566

0.5 1.0 15.2 30.40 0.956 1.4 2.00 2.00 12 0.74 2.8494

0.6 1.2 15.2 33.44 0.956 1.4 2.00 2.00 12 0.689 2.6594

0.7 1.4 15.2 36.48 0.956 1.4 2.00 2.00 12 0.640 2.4694

0.8 1.6 15.2 39.52 0.956 1.4 2.00 2.00 12 0.591 2.2795

0.9 1.8 15.2 42.56 0.956 1.4 2.00 2.00 12 0.542 2.0895

1.0 2.0 15.2 45.60 0.956 1.4 2.00 2.00 12 0.492 1.8996

1.1 2.2 15.2 48.64 0.956 1.4 2.00 2.00 23 0.443 0.8920

1.2 2.4 15.2 51.68 0.956 1.4 2.00 2.00 23 0.394 0.7929

1.3 2.6 15.2 54.72 0.956 1.4 2.00 2.00 23 0.345 0.6938

1.4 2.8 15.2 57.76 0.956 1.4 2.00 2.00 23 0.295 0.5946

1.5 3.0 15.2 60.80 0.956 1.4 2.00 2.00 23 0.246 0.4955

1.6 3.2 15.2 63.84 0.956 1.4 2.00 2.00 28 0.197 0.3256

1.7 3.4 15.2 66.88 0.956 1.4 2.00 2.00 28 0.148 0.2442 Esi = 2*N

1.8 3.6 15.2 69.92 0.956 1.4 2.00 2.00 28 0.098 0.1628

1.9 3.8 15.2 72.96 0.956 1.4 2.00 2.00 28 0.049 0.0814

2.0 4.0 15.2 76.00 0.956 1.4 2.00 2.00 28 0.000 0.0000

Page 5 of 7 07/01/2022

SQUARE Δp (gr)= 196 Δp (net)= 180 σIzp 34.2 t = 10 years γ = 15.2 kN/m3 max z 5 (= 2*B)

Δzi/B 0.1 d = 1 m Izp = 0.729713 N= 10 Z/B z σ0d σv C1 Ct L B Esi = 1.5N Izi ρi

0.0 0.0 15.2 15.20 0.958 1.4 2.50 2.50 15 0.1 0.0000

0.1 0.3 15.2 19.00 0.958 1.4 2.50 2.50 15 0.23 0.9113

0.2 0.5 15.2 22.80 0.958 1.4 2.50 2.50 15 0.35 1.4193

0.3 0.8 15.2 26.60 0.958 1.4 2.50 2.50 15 0.48 1.9273

0.4 1.0 15.2 30.40 0.958 1.4 2.50 2.50 15 0.60 2.4353

0.5 1.3 15.2 34.20 0.958 1.4 2.50 2.50 15 0.73 2.9433

0.6 1.5 15.2 38.00 0.958 1.4 2.50 2.50 15 0.681 2.7471

0.7 1.8 15.2 41.80 0.958 1.4 2.50 2.50 15 0.632 2.5509

0.8 2.0 15.2 45.60 0.958 1.4 2.50 2.50 15 0.584 2.3547

0.9 2.3 15.2 49.40 0.958 1.4 2.50 2.50 23 0.535 1.4077

1.0 2.5 15.2 53.20 0.958 1.4 2.50 2.50 23 0.486 1.2797

1.1 2.8 15.2 57.00 0.958 1.4 2.50 2.50 23 0.438 1.1517

1.2 3.0 15.2 60.80 0.958 1.4 2.50 2.50 23 0.389 1.0238

1.3 3.3 15.2 64.60 0.958 1.4 2.50 2.50 28 0.341 0.7358

1.4 3.5 15.2 68.40 0.958 1.4 2.50 2.50 28 0.292 0.6307

1.5 3.8 15.2 72.20 0.958 1.4 2.50 2.50 28 0.243 0.5256

1.6 4.0 15.2 76.00 0.958 1.4 2.50 2.50 28 0.195 0.4205

1.7 4.3 15.2 79.80 0.958 1.4 2.50 2.50 33 0.146 0.2676 Esi = 8*N ?

1.8 4.5 15.2 83.60 0.958 1.4 2.50 2.50 33 0.097 0.1784

1.9 4.8 15.2 87.40 0.958 1.4 2.50 2.50 33 0.049 0.0892

2.0 5.0 15.2 91.20 0.958 1.4 2.50 2.50 33 0.000 0.0000

Page 6 of 7 07/01/2022

SQUARE Δp (gr)= 180 Δp (net)= 165 σIzp 38 t = 10 years γ = 15.2 kN/m3 max z 6 (= 2*B)

Δzi/B 0.1 d = 1 m Izp = 0.708475 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 15.2 15.20 0.954 1.4 3.00 3.00 15 0.1 0.0000

0.1 0.3 15.2 19.76 0.954 1.4 3.00 3.00 15 0.22 0.9780

0.2 0.6 15.2 24.32 0.954 1.4 3.00 3.00 15 0.34 1.5149

0.3 0.9 15.2 28.88 0.954 1.4 3.00 3.00 15 0.47 2.0517

0.4 1.2 15.2 33.44 0.954 1.4 3.00 3.00 15 0.59 2.5886

0.5 1.5 15.2 38.00 0.954 1.4 3.00 3.00 15 0.71 3.1254

0.6 1.8 15.2 42.56 0.954 1.4 3.00 3.00 15 0.661 2.9171

0.7 2.1 15.2 47.12 0.954 1.4 3.00 3.00 15 0.614 2.7087

0.8 2.4 15.2 51.68 0.954 1.4 3.00 3.00 23 0.567 1.6307

0.9 2.7 15.2 56.24 0.954 1.4 3.00 3.00 23 0.520 1.4948

1.0 3.0 15.2 60.80 0.954 1.4 3.00 3.00 23 0.472 1.3589

1.1 3.3 15.2 65.36 0.954 1.4 3.00 3.00 28 0.425 1.0046

1.2 3.6 15.2 69.92 0.954 1.4 3.00 3.00 28 0.378 0.8930

1.3 3.9 15.2 74.48 0.954 1.4 3.00 3.00 28 0.331 0.7814

1.4 4.2 15.2 79.04 0.954 1.4 3.00 3.00 33 0.283 0.5683

1.5 4.5 15.2 83.60 0.954 1.4 3.00 3.00 33 0.236 0.4736

1.6 4.8 15.2 88.16 0.954 1.4 3.00 3.00 33 0.189 0.3788

1.7 5.1 15.2 92.72 0.954 1.4 3.00 3.00 33 0.142 0.2841 Esi = 8*N

1.8 5.4 15.2 97.28 0.954 1.4 3.00 3.00 38 0.094 0.1645

1.9 5.7 15.2 101.84 0.954 1.4 3.00 3.00 38 0.047 0.0822

2.0 6.0 15.2 106.40 0.954 1.4 3.00 3.00 38 0.000 0.0000

Page 7 of 7 07/01/2022

01 Dammam - Bearing Pressure Calculations v2.2_AA Zone A (1.5m).xlsx d = 1.5 m γ' = 15.2 kN/m3 φ = 31 ° c = 0 kPa

Nc = 40.41 Nγ = 23.8 Nq = 25.28 shape = square ζc = 1.3 ζγ = 0.8 ζq = 1 ζc = 1 ζγ = 1 ζq = 1

FOS = 3

B

(m)

0.75

1.00

1.50

2.00

2.50

3.00

1,273

1,702

Qa square (kN) qa square (kPa) square (kPa) square (kPa) qu square (kPa)

Allowable loads based on factored ultimate resistance (AD DAMMAM - Zone A @ 1.5m depth)

Vertical non-eccentric

0.5.B'.γ'.Nγ.ζγ ultimate qu (net) allowable qa (net) qsls (net) qa lim

SQUARE Δp (gr)= 317 Δp (net)= 294 σIzp 28.5 t = 10 years γ = 15.2 kN/m3 max z 1.5 (= 2*B)

Δzi/B 0.1 d = 1.5 m Izp = 0.821388 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 22.8 22.80 0.961 1.4 0.75 0.75 10 0.1 0.0000

0.1 0.1 22.8 23.94 0.961 1.4 0.75 0.75 10 0.24 0.7258

0.2 0.2 22.8 25.08 0.961 1.4 0.75 0.75 10 0.39 1.1545

0.3 0.2 22.8 26.22 0.961 1.4 0.75 0.75 10 0.53 1.5832

0.4 0.3 22.8 27.36 0.961 1.4 0.75 0.75 10 0.68 2.0119

0.5 0.4 22.8 28.50 0.961 1.4 0.75 0.75 10 0.82 2.4406 Izp

0.6 0.5 22.8 29.64 0.961 1.4 0.75 0.75 10 0.767 2.2778

0.7 0.5 22.8 30.78 0.961 1.4 0.75 0.75 10 0.712 2.1151

0.8 0.6 22.8 31.92 0.961 1.4 0.75 0.75 10 0.657 1.9524

0.9 0.7 22.8 33.06 0.961 1.4 0.75 0.75 10 0.602 1.7897

1.0 0.8 22.8 34.20 0.961 1.4 0.75 0.75 10 0.548 1.6270

1.1 0.8 22.8 35.34 0.961 1.4 0.75 0.75 10 0.493 1.4643

1.2 0.9 22.8 36.48 0.961 1.4 0.75 0.75 10 0.438 1.3016

1.3 1.0 22.8 37.62 0.961 1.4 0.75 0.75 10 0.383 1.1389

1.4 1.1 22.8 38.76 0.961 1.4 0.75 0.75 10 0.329 0.9762

1.5 1.1 22.8 39.90 0.961 1.4 0.75 0.75 10 0.274 0.8135 Esi = 2N MPa

1.6 1.2 22.8 41.04 0.961 1.4 0.75 0.75 10 0.219 0.6508

1.7 1.3 22.8 42.18 0.961 1.4 0.75 0.75 10 0.164 0.4881

1.8 1.4 22.8 43.32 0.961 1.4 0.75 0.75 10 0.110 0.3254

1.9 1.4 22.8 44.46 0.961 1.4 0.75 0.75 10 0.055 0.1627

2.0 1.5 22.8 45.60 0.961 1.4 0.75 0.75 10 0.000 0.0000

25.0

Aeolian Sand 0 3.1 Marl 3.1 9

SQUARE Δp (gr)= 262 Δp (net)= 239 σIzp 30.4 t = 10 years γ = 15.2 kN/m3 max z 2 (= 2*B)

Δzi/B 0.1 d = 1.5 m Izp = 0.780656 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 22.8 22.80 0.952 1.4 1.00 1.00 10 0.1 0.0000

0.1 0.1 22.8 24.32 0.952 1.4 1.00 1.00 10 0.24 0.7539

0.2 0.2 22.8 25.84 0.952 1.4 1.00 1.00 10 0.37 1.1885

0.3 0.3 22.8 27.36 0.952 1.4 1.00 1.00 10 0.51 1.6232

0.4 0.4 22.8 28.88 0.952 1.4 1.00 1.00 10 0.64 2.0578

0.5 0.5 22.8 30.40 0.952 1.4 1.00 1.00 10 0.78 2.4925

0.6 0.6 22.8 31.92 0.952 1.4 1.00 1.00 10 0.729 2.3263

0.7 0.7 22.8 33.44 0.952 1.4 1.00 1.00 10 0.677 2.1601

0.8 0.8 22.8 34.96 0.952 1.4 1.00 1.00 10 0.625 1.9940

0.9 0.9 22.8 36.48 0.952 1.4 1.00 1.00 10 0.572 1.8278

1.0 1.0 22.8 38.00 0.952 1.4 1.00 1.00 10 0.520 1.6616

1.1 1.1 22.8 39.52 0.952 1.4 1.00 1.00 10 0.468 1.4955

1.2 1.2 22.8 41.04 0.952 1.4 1.00 1.00 10 0.416 1.3293

1.3 1.3 22.8 42.56 0.952 1.4 1.00 1.00 10 0.364 1.1631

1.4 1.4 22.8 44.08 0.952 1.4 1.00 1.00 10 0.312 0.9970

1.5 1.5 22.8 45.60 0.952 1.4 1.00 1.00 10 0.260 0.8308

1.6 1.6 22.8 47.12 0.952 1.4 1.00 1.00 10 0.208 0.6647

1.7 1.7 22.8 48.64 0.952 1.4 1.00 1.00 23 0.156 0.2167 Esi = 8*N

1.8 1.8 22.8 50.16 0.952 1.4 1.00 1.00 23 0.104 0.1445

1.9 1.9 22.8 51.68 0.952 1.4 1.00 1.00 23 0.052 0.0722

2.0 2.0 22.8 53.20 0.952 1.4 1.00 1.00 23 0.000 0.0000

SQUARE Δp (gr)= 222 Δp (net)= 199 σIzp 34.2 t = 10 years γ = 15.2 kN/m3 max z 3 (= 2*B)

Δzi/B 0.1 d = 1.5 m Izp = 0.741249 N= 10 Z/B z σ0d σv C1 Ct L B Esi = N Izi ρi

0.0 0.0 22.8 22.80 0.943 1.4 1.50 1.50 10 0.1 0.0000

0.1 0.2 22.8 25.08 0.943 1.4 1.50 1.50 10 0.23 0.8994

0.2 0.3 22.8 27.36 0.943 1.4 1.50 1.50 10 0.36 1.4048

0.3 0.5 22.8 29.64 0.943 1.4 1.50 1.50 10 0.48 1.9102

0.4 0.6 22.8 31.92 0.943 1.4 1.50 1.50 10 0.61 2.4156

0.5 0.8 22.8 34.20 0.943 1.4 1.50 1.50 10 0.74 2.9210

0.6 0.9 22.8 36.48 0.943 1.4 1.50 1.50 10 0.692 2.7262

0.7 1.1 22.8 38.76 0.943 1.4 1.50 1.50 10 0.642 2.5315

0.8 1.2 22.8 41.04 0.943 1.4 1.50 1.50 10 0.593 2.3368

0.9 1.4 22.8 43.32 0.943 1.4 1.50 1.50 10 0.544 2.1421

1.0 1.5 22.8 45.60 0.943 1.4 1.50 1.50 10 0.494 1.9473

1.1 1.7 22.8 47.88 0.943 1.4 1.50 1.50 23 0.445 0.7620

1.2 1.8 22.8 50.16 0.943 1.4 1.50 1.50 23 0.395 0.6773

1.3 2.0 22.8 52.44 0.943 1.4 1.50 1.50 23 0.346 0.5927

1.4 2.1 22.8 54.72 0.943 1.4 1.50 1.50 23 0.296 0.5080

1.5 2.3 22.8 57.00 0.943 1.4 1.50 1.50 23 0.247 0.4233

1.6 2.4 22.8 59.28 0.943 1.4 1.50 1.50 23 0.198 0.3387

1.7 2.6 22.8 61.56 0.943 1.4 1.50 1.50 23 0.148 0.2540 Esi = 2*N

1.8 2.7 22.8 63.84 0.943 1.4 1.50 1.50 28 0.099 0.1391

1.9 2.9 22.8 66.12 0.943 1.4 1.50 1.50 28 0.049 0.0695

2.0 3.0 22.8 68.40 0.943 1.4 1.50 1.50 28 0.000 0.0000

SQUARE Δp (gr)= 218 Δp (net)= 195 σIzp 38 t = 10 years γ = 15.2 kN/m3 max z 4 (= 2*B)

Δzi/B 0.1 d = 1.5 m Izp = 0.726483 N= 10 Z/B z σ0d σv C1 Ct L B Esi = 1.2N Izi ρi

0.0 0.0 22.8 22.80 0.942 1.4 2.00 2.00 12 0.1 0.0000

0.1 0.2 22.8 25.84 0.942 1.4 2.00 2.00 12 0.23 0.9647

0.2 0.4 22.8 28.88 0.942 1.4 2.00 2.00 12 0.35 1.5013

0.3 0.6 22.8 31.92 0.942 1.4 2.00 2.00 12 0.48 2.0378

0.4 0.8 22.8 34.96 0.942 1.4 2.00 2.00 12 0.60 2.5744

0.5 1.0 22.8 38.00 0.942 1.4 2.00 2.00 12 0.73 3.1109

0.6 1.2 22.8 41.04 0.942 1.4 2.00 2.00 12 0.678 2.9035

0.7 1.4 22.8 44.08 0.942 1.4 2.00 2.00 12 0.630 2.6961

0.8 1.6 22.8 47.12 0.942 1.4 2.00 2.00 12 0.581 2.4887

0.9 1.8 22.8 50.16 0.942 1.4 2.00 2.00 23 0.533 1.1903

1.0 2.0 22.8 53.20 0.942 1.4 2.00 2.00 23 0.484 1.0820

1.1 2.2 22.8 56.24 0.942 1.4 2.00 2.00 23 0.436 0.9738

1.2 2.4 22.8 59.28 0.942 1.4 2.00 2.00 23 0.387 0.8656

1.3 2.6 22.8 62.32 0.942 1.4 2.00 2.00 23 0.339 0.7574

1.4 2.8 22.8 65.36 0.942 1.4 2.00 2.00 28 0.291 0.5333

1.5 3.0 22.8 68.40 0.942 1.4 2.00 2.00 28 0.242 0.4444

1.6 3.2 22.8 71.44 0.942 1.4 2.00 2.00 28 0.194 0.3555

1.7 3.4 22.8 74.48 0.942 1.4 2.00 2.00 28 0.145 0.2666 Esi = 2*N

1.8 3.6 22.8 77.52 0.942 1.4 2.00 2.00 28 0.097 0.1778

1.9 3.8 22.8 80.56 0.942 1.4 2.00 2.00 33 0.048 0.0754

2.0 4.0 22.8 83.60 0.942 1.4 2.00 2.00 33 0.000 0.0000

SQUARE Δp (gr)= 226 Δp (net)= 204 σIzp 41.8 t = 10 years γ = 15.2 kN/m3 max z 5 (= 2*B)

Δzi/B 0.1 d = 1.5 m Izp = 0.720723 N= 10 Z/B z σ0d σv C1 Ct L B Esi = 1.5N Izi ρi

0.0 0.0 22.8 22.80 0.944 1.4 2.50 2.50 15 0.1 0.0000

0.1 0.3 22.8 26.60 0.944 1.4 2.50 2.50 15 0.22 1.0054

0.2 0.5 22.8 30.40 0.944 1.4 2.50 2.50 15 0.35 1.5623

0.3 0.8 22.8 34.20 0.944 1.4 2.50 2.50 15 0.47 2.1192

0.4 1.0 22.8 38.00 0.944 1.4 2.50 2.50 15 0.60 2.6761

0.5 1.3 22.8 41.80 0.944 1.4 2.50 2.50 15 0.72 3.2329

0.6 1.5 22.8 45.60 0.944 1.4 2.50 2.50 15 0.673 3.0174

0.7 1.8 22.8 49.40 0.944 1.4 2.50 2.50 23 0.625 1.8273

0.8 2.0 22.8 53.20 0.944 1.4 2.50 2.50 23 0.577 1.6867

0.9 2.3 22.8 57.00 0.944 1.4 2.50 2.50 23 0.529 1.5462

1.0 2.5 22.8 60.80 0.944 1.4 2.50 2.50 23 0.480 1.4056

1.1 2.8 22.8 64.60 0.944 1.4 2.50 2.50 28 0.432 1.0392

1.2 3.0 22.8 68.40 0.944 1.4 2.50 2.50 28 0.384 0.9237

1.3 3.3 22.8 72.20 0.944 1.4 2.50 2.50 28 0.336 0.8082

1.4 3.5 22.8 76.00 0.944 1.4 2.50 2.50 28 0.288 0.6928

1.5 3.8 22.8 79.80…