Client :

M/s Seha, Abu Dhabi Health Services Co.

Consultant :

M/s Burt Hill

Main Contractor :

M/s ASCON

for

Proposed Mafraq Dialysis CentreAbu Dhabi

METHOD STATEMENTAND DESIGN

OF

Temporary Shoring Wall

Temporary Shoring Wall

AMENDMENT RECORD SHEET Revision Prepared Checked Issued

Nos. by by byDetailsSection No. Amendment Date of issue

LIST OF CONTENTS

1.0 INTRODUCTION

2.0 CANTILEVER H-BEAM WALL2.1 INTRODUCTION2.2 METHOD STATEMENT FOR H-BEAM AND CONCRETE PANEL2.3 DESIGN CRITERIA2.4 STRENGTH DESIGN OF H-BEAMS2.5 DESIGN OF PRECAST CONCRETE PANELS

3.0 ANALYSIS OF H-BEAM SHORING USING WALLAP PROGRAM

4.0 SOIL INVESTIGATION REPORT - BOREHOLE LOGS

5.0 SECTIONAL PROPERTIES OF UNIVERSAL STEEL BEAMS

1.0 INTRODUCTION

The excavation required for the construction of the building has necessitated the requirement of shoring system along the plot sides. The maximum excavationlevel is -4.5 m while the existing ground level is at 0 m. The shoring system is approximately 2 m away from the proposed under ground water tank.

1.1 Sequence of Activities at Site

1. Trial trenches shall be undertaken by the main Contractor to re-locateall the under ground services. The services passing very close tothe shoring system shall be brought to the notice of the Engineer fordiversion or removal.

2. Existing ground level 0.00 m

3. Outer side of the shoring wall will be levelled to 0 m for a width of 2.00 m.

4. Installation of the cantilever H-beams along the side.

5. Excavation up to final level (-4.50 m along with installation of concretepanels).

1.2 Standard / Documents

This method statement is based on the following documents.

1. ICE Specification

2. Project Specification

3. BS 8004 - Foundation

4. BS 8110 - Structural use of Concrete

5. BS 8002 - Earth retaining structures

1.3 Materials

1.3.1 H-Beam wallAccording to BS 4 Part-1, Grade 43A

1.3.2 Concrete panel

Concrete grade is C30

Reinforcement grade is Fy 460

1.4 Resources

The following equipment are planned to be used at site.

Drilling rig with accessories, one number for the borehole for H-beam installation or alternatively vibro hammer & power pack.

One crane for handling of H-beam & precast planks.

Petrol based concrete vibrator for precast yard.

Other power & hand tools.

Other accessories:

1. Generator

2. Augur for 600 mm diameter

3. Bucket for 600 mm diameter

4. Cleaning bucket for 600 mm diameter

5. Turntable for 600 mm diameter

6. Kelly

1.5 Staff

The following staff will be made available on the site :

1. Projects in-charge (Part Time)

2. Site Engineer

3. Foreman

4. Operators

5. Helpers

6. Electrician, welders and mechanics (Part Time)

2.0 CANTILEVER H-BEAM WALL

2.1 INTRODUCTION

As retaining wall system for the excavation from 0 m to -4.5 m, wepropose H-Beams placed into the drilled boreholes. Horizontal concrete panels are to be installed between the H-Beams. We have considered retaining height of 4.50 m (-4.500 m from 0.00 m) in ourdesign.

2.2 METHOD STATEMENT FOR H-BEAM AND CONCRETE PANELINSTALLATION

2.2.1 CONSTRUCTION OF BOREHOLES

The location of the H beams shall be marked on the ground by the maincontractor's surveyor as per the approved drawings. A temporary collarcasing will be rotated in to the ground by the drilling rig. After setting the casing, the borehole will be excavated using bucket or auger, till reaching the required depth. This can be done by a CFA augur also. The minimum clearance from the site boundary shall be 50 mm.

2.2.2 INSTALLATION OF BEAMS

The beams to be installed to the center of the borehole and it shall be secured in position by tack welding to the casing. Aggregate of size 10 mm and down mixed with sand will be discharged to the borehole manually once Bobcat brings the dry mix to the borehole location. The aggregate filling shall be continued till it reaches the proposed excavation level. Further filling to the top of casing shall be done withnon-cohesive sand.The temporary casing shall be removed after cutting off its connections to the H-beam. Alternatively H-beams can be driven by vibro-hammer & power pack with out doing the pre-boring also. In case of refusal of penetration of H-Beam, pre-boring has to be undertaken.

2.2.3 INSTALLATION OF CONCRETE PANELS

The installation of the panels between the H-beams will be done progressively down to the final excavation level in two stages. First, excavation will be undertaken down to 1.00 m below the existing ground level and planks will be placed up to this level. Further excavation shall be done and the precast panels would slide down to new excavated depth. New precast panels would added using cranes. If the water table is encountered, well points for the dewatering shall be installed and dewatering shall be commenced. Dewatering shall be done in such a way that there remains a dry surface at least down to 1.0 to 1.5

meters below the progressive excavation. The concrete panels must be fixed tight to the H-beams and pressed against the undisturbed soil. For this, excavated soil must be placed manually to fixed-tight these precast panels. Any soil movements behind the wall from over excavation or too high free stands be refilled by back filling.

2.3 DESIGN CRITERIA

2.3.1 TECHNICAL DESCRIPTION

According to our attached calculation, based on the available soil investigation report by Swissboring, Report No. E-1983 an H-beamwall will be installed to ensure the safe excavation to final level.

General Excavation :

A cantilever H-beam wall with top level at 0.00 / 0.000 m and toe level at -10.00 m required for a safe excavation up to -4.50 m. Center to centerdistance between the adjacent H-beams shall be 1.200 m.

Software used : WALLAP Retaining Wall Analysis Program

2.3.2 SURCHARGE LOADS

In our design, we have considered varying surcharge of 20.00 kPato 30 kPa behind the shoring wall.

2.3.3 WALL STIFFNESS

Location : Excavation to facilitate the construction of under ground water tank

Proposed beam size : UB 457 x 191 x 74 x kg/m

Major moment of inertia of proposed beam : 33300 cm4

Modulus of elasticity of steel : 205 GPa

Spacing of beams : 1.200 m c/c

Moment of inertia per unit of wall : m4/m run

Wall stiffness = E x Izz (major) per meter run : 56.888 MN/m2

2.7750000E-04

2.3.4 WATER TABLE LEVEL

The ground water table does not have any effect on the design of H-Beam (soldier piling) shoring system as this type of shoring systemis not water tight and at any given time, the water head would be sameon both sides (excavated and retained sides).

2.4

For maximum bending moment etc. refer attached output of WALLAP

Proposed beam size : UB 457 x 191 x 74 x kg/m

Section modulus : 1460 cm3

Spacing of beams : 1.200 m c/c

Length of beam : 10.00 m

Level at maximum excavation : -4.500 m

Top level of H-beam : 0.000 m

Therefore, toe level of H-beam : -10.00 m

Therefore, embedment length : 5.500 m

Max. bending moment at service (WALLAP analysis) : 155.0 kN-m

Maximum bending moment per beam =155.0x1.200 = 186 kN-m

Allowable flexural stresses in beam : 165.0 N/mm2

Flexural stresses in H-beam (working) : 127.4 N/mm2

< 165.0 N/mm2

OK

Hence the proposed H-beam is satisfactory to resist the applied bending moment

It is to be noted here that the structural beams are not susceptible to lateral torsional buckling (LTB) as the concrete planks restrain the compressionflange.

STRENGTH DESIGN OF H-BEAMS

2.5 DESIGN OF PRECAST CONCRETE PANELS

For maximum lateral pressure etc. refer attached output of WALLAP We would design the precast panel for unit width.

Concrete grade : C30

Steel grade : Fy 460

Width of precast panels : 1000 mm

Thickness of precast panels : 100 mm

Clear cover to main reinforcement (longer bars) : 15 mm

Effective depth : 80 mm

Center to center of H-beams : 1200 mm

Width of flange of H-beams : 191 mm

Clear distance between the flanges of H-beams : 1009 mm

Length of precast panels : 1840 mm

Average bearing at each end of precast panel : 415.5 mm

Maximum earth pressure on precast panel : 23.00 kN/m2

(Refer Wallap output)

Moment = 23 x 1.84 x 1.84 / 8 = 9.73 kN-m

Load factor : 1.40

Mu/bd2 : 2.129

z/d : 0.91

Ast : 457 mm2/m

Proposed size of bar : T10

Required spacing of T10 mm bar : 170 mm c/c

Provide T10@170 (main bars) on excavation side

3.0 ANALYSIS OF H-BEAM SHORING USING WALLAP PROGRAM

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m INPUT DATA SOIL PROFILE Stratum Elevation of ---------- Soil types ---------- no. top of stratum Active side Passive side 1 0.00 1 Med. Dense 1 Med. Dense 2 -2.50 2 Med. Dense 2 Med. Dense 3 -5.00 3 Dense 3 Dense 4 -8.00 4 Very dense 4 Very dense 5 -15.00 5 Dense 5 Dense SOIL PROPERTIES Bulk Young's At rest Consol Active Passive -- Soil type -- density Modulus coeff. state. limit limit Cohesion No. Description kN/m3 Eh,kN/m2 Ko NC/OC Ka Kp kN/m2 (Datum elev.) (dEh/dy ) (dKo/dy) ( Nu ) ( Kac ) ( Kpc ) ( dc/dy ) 1 Med. Dense 18.00a 99000 0.460 OC 0.248 5.773 19.00b (0.300) (0.000) ( 0.000) 2 Med. Dense 19.00a 108000 0.420 OC 0.220 7.207 20.00b (0.300) (0.000) ( 0.000) 3 Dense 19.00a 114000 0.380 OC 0.200 8.446 20.00b (0.300) (0.000) ( 0.000) 4 Very dense 19.00a 120000 0.360 OC 0.182 9.000 20.00b (0.000) (0.000) ( 0.000) 5 Dense 19.00a 126000 0.380 OC 0.165 9.000 20.00b (0.000) (0.000) ( 0.000) Note: (a) and (b) are Bulk Densities above and below the water table GROUND WATER CONDITIONS Density of water = 10.00 kN/m3 Active side Passive side Initial water table elevation -12.00 -12.00 Automatic water pressure balancing at toe of wall : No WALL PROPERTIES Elevation of toe of wall = -10.00 Maximum finite element length = 0.60 Youngs modulus of wall E = 2.0500E+08 kN/m2 Moment of inertia of wall I = 2.7750E-04 m4/m run E.I = 56888 kN.m2/m run SURCHARGE LOADS Distance Length Width Surcharge Surcharge from parallel perpend. ----- kN/m2 ----- no. Elev. wall to wall to wall Near edge Far edge 1 0.00 0.10(A) 50.00 11.00 20.00 30.00 Note: A = Active side, P = Passive side A trapezoidal surcharge is defined by two values: N = at edge near to wall, F = at edge far from wall CONSTRUCTION STAGES Construction Stage description stage no. -------------------------------------------------------- 1 Apply surcharge no.1 at elevation 0.00 2 Excavate to elevation -4.50 on PASSIVE side

FACTORS OF SAFETY and ANALYSIS OPTIONS Type of structure - Retaining wall Stability analysis: Method of analysis - Strength Factor method Factor on soil strength for calculating wall depth = 1.40 Factor on soil strength for calculating tie force = 1.00 Parameters for undrained strata: Minimum equivalent fluid density = 5.00 kN/m3 Maximum depth of water filled tension crack = 0.00 m Bending moment and displacement calculation: Method - Subgrade reaction model using Influence Coefficients Open Tension Crack analysis? - No Non-linear Modulus Parameter (L) = 12.00 m Boundary conditions: Length of wall (normal to plane of analysis) = 100.00 m Width of excavation on active side of wall = 20.00 m Width of excavation on passive side of wall = 20.00 m Distance to rigid boundary on active side = 20.00 m Distance to rigid boundary on passive side = 20.00 m OUTPUT OPTIONS Results to be stored on disk? - Yes Results to be output on the printer? - No Stage ------ Stage description ----------- ------- Output options ------- no. Displacement Active, Graph. Bending mom. Passive output Shear force pressures 1 Apply surcharge no.1 at elev. 0.00 Yes Yes Yes 2 Excav. to elev. -4.50 on PASSIVE side Yes Yes Yes * Summary output Yes - Yes Program WALLAP - Copyright (C) 2005 by DL Borin, distributed by GEOSOLVE 69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m Stage No. 2 Excavate to elevation -4.50 on PASSIVE side STABILITY ANALYSIS according to Strength Factor method Factor of safety on soil strength FoS for toe Toe elev. for Strut force elev. = -10.00 FoS = 1.400 for F=1.000 --------------- ------------- ----------- Stage --- G.L. --- Strut Factor Moment Toe Wall Strut No. Act. Pass. Elev. of equilib. elev. Penetr force Safety at elev. -ation kN/m run 2 0.00 -4.50 Cant. 1.689 -9.38 -8.70 4.20 BENDING MOMENT and DISPLACEMENT CALCULATION - Assumptions: Subgrade reaction model - Boussinesq Influence coefficients Soil deformations are elastic until the active or passive limit is reached Open Tension Crack analysis - No Length of wall perpendicular to section = 100.00m Rigid boundaries: Active side 20.00 from wall Passive side 20.00 from wall Node Y Nett Wall Wall Shear Bending Strut no. coord pressure disp. rotation force moment forces kN/m2 m rad. kN/m kN.m/m kN/m 1 0.00 0.00 0.045 8.58E-03 0.0 0.0 2 -0.60 6.68 0.040 8.57E-03 2.0 0.9 3 -1.20 9.95 0.034 8.55E-03 7.0 3.5 4 -1.80 12.88 0.029 8.48E-03 13.8 9.6 5 -2.15 14.54 0.026 8.40E-03 18.6 15.3 6 -2.50 16.18 0.023 8.29E-03 24.0 22.8 14.31 0.023 8.29E-03 24.0 22.8 7 -3.05 16.69 0.019 7.99E-03 32.5 38.2 8 -3.60 19.04 0.015 7.52E-03 42.4 58.8 9 -4.05 20.95 0.011 6.97E-03 51.4 79.8 10 -4.50 22.85 0.008 6.24E-03 61.2 105.1 11 -5.00 -43.52 0.006 5.18E-03 56.0 135.8 -57.49 0.006 5.18E-03 56.0 135.8 12 -5.50 -135.85 0.003 3.91E-03 7.7 153.4 13 -6.00 -97.14 0.002 2.59E-03 -50.5 146.5 14 -6.60 -1.86 0.001 1.29E-03 -80.2 100.0 15 -7.20 48.89 0.000 5.00E-04 -66.1 51.5 16 -7.60 58.31 -0.000 2.16E-04 -44.7 29.2 17 -8.00 61.13 -0.000 5.78E-05 -20.8 16.0 15.88 -0.000 5.78E-05 -20.8 16.0 18 -8.50 14.51 -0.000 -4.58E-05 -13.2 7.6 19 -9.00 10.62 -0.000 -9.16E-05 -6.9 2.8 20 -9.50 5.83 -0.000 -1.06E-04 -2.8 0.7 21 -10.00 5.40 -0.000 -1.09E-04 0.0 -0.0

Run ID. Shoring-ASCON-100 | Sheet No. Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Stage No.2 Excavate to elevation -4.50 on PASSIVE side (continued) Node Y ------------------------ ACTIVE side --------------------------- no. coord ------- Effective stresses ------- Total Soil Water Vertic Active Passive Earth earth stiffness press. -al limit limit pressure pressure coeff. kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29981 2 -0.60 0.00 26.90 6.68 155.27 6.68 6.68a 29981 3 -1.20 0.00 40.08 9.95 231.36 9.95 9.95a 29981 4 -1.80 0.00 51.88 12.88 299.49 12.88 12.88a 29981 5 -2.15 0.00 58.57 14.54 338.10 14.54 14.54a 29981 6 -2.50 0.00 65.18 16.18 376.25 16.18 16.18a 29981 0.00 65.18 14.31 469.73 14.31 14.31a 32707 7 -3.05 0.00 76.00 16.69 547.74 16.69 16.69a 32707 8 -3.60 0.00 86.72 19.04 625.01 19.04 19.04a 32707 9 -4.05 0.00 95.43 20.95 687.77 20.95 20.95a 32707 10 -4.50 0.00 104.09 22.85 750.18 22.85 22.85a 32707 11 -5.00 0.00 113.66 24.96 819.13 24.96 24.96a 32707 0.00 113.66 22.75 959.93 22.75 22.75a 34524 12 -5.50 0.00 123.17 24.66 1040.30 24.66 24.66a 34524 13 -6.00 0.00 132.64 26.55 1120.26 26.55 26.55a 34524 14 -6.60 0.00 143.94 28.81 1215.73 39.74 39.74 34524 15 -7.20 0.00 155.19 31.07 1310.72 62.19 62.19 40575 16 -7.60 0.00 162.66 32.56 1373.81 70.12 70.12 40575 17 -8.00 0.00 170.11 34.05 1436.74 74.48 74.48 40575 0.00 170.11 30.98 1530.99 61.76 61.76 35938 18 -8.50 0.00 179.40 32.67 1614.59 64.49 64.49 35938 19 -9.00 0.00 188.66 34.36 1697.96 65.97 65.97 35938 20 -9.50 0.00 197.90 36.04 1781.14 66.99 66.99 35938 21 -10.00 0.00 207.13 37.72 1864.17 70.20 70.20 73558 Node Y ----------------------- PASSIVE side --------------------------- no. coord ------- Effective stresses ------- Total Soil Water Vertic Active Passive Earth earth stiffness press. -al limit limit pressure pressure coeff. kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m3 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 2 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0 3 -1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.0 4 -1.80 0.00 0.00 0.00 0.00 0.00 0.00 0.0 5 -2.15 0.00 0.00 0.00 0.00 0.00 0.00 0.0 6 -2.50 0.00 0.00 0.00 0.00 0.00 0.00 0.0 7 -3.05 0.00 0.00 0.00 0.00 0.00 0.00 0.0 8 -3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0 9 -4.05 0.00 0.00 0.00 0.00 0.00 0.00 0.0 10 -4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 72427 11 -5.00 0.00 9.50 2.09 68.47 68.47 68.47p 72427 0.00 9.50 1.90 80.24 80.24 80.24p 76451 12 -5.50 0.00 19.00 3.80 160.51 160.51 160.51p 76451 13 -6.00 0.00 28.51 5.71 240.83 123.69 123.69 76451 14 -6.60 0.00 39.94 8.00 337.33 41.59 41.59 76451 15 -7.20 0.00 51.38 10.29 433.99 13.30 13.30 40575 16 -7.60 0.00 59.03 11.82 498.54 11.82 11.82a 40575 17 -8.00 0.00 66.68 13.35 563.19 13.35 13.35a 40575 0.00 66.68 12.14 600.14 45.88 45.88 35938 18 -8.50 0.00 76.27 13.89 686.42 49.99 49.99 35938 19 -9.00 0.00 85.88 15.64 772.90 55.35 55.35 35938 20 -9.50 0.00 95.51 17.39 859.61 61.17 61.17 35938 21 -10.00 0.00 105.17 19.15 946.54 64.80 64.80 73558

Run ID. Shoring-ASCON-100 | Sheet No. Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Stage No.2 Excavate to elevation -4.50 on PASSIVE side (continued) Note: 13.35a Soil pressure at active limit 160.51p Soil pressure at passive limit

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m Summary of results STABILITY ANALYSIS according to Strength Factor method Factor of safety on soil strength FoS for toe Toe elev. for Strut force elev. = -10.00 FoS = 1.400 for F=1.000 --------------- ------------- ----------- Stage --- G.L. --- Strut Factor Moment Toe Wall Strut No. Act. Pass. Elev. of equilib. elev. Penetr force Safety at elev. -ation kN/m run 1 0.00 0.00 Cant. Conditions unsuitable for FoS calc. 2 0.00 -4.50 Cant. 1.689 -9.38 -8.70 4.20

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m Summary of results BENDING MOMENT and DISPLACEMENT CALCULATION - Assumptions: Subgrade reaction model - Boussinesq Influence coefficients Soil deformations are elastic until the active or passive limit is reached Open Tension Crack analysis - No Length of wall perpendicular to section = 100.00m Rigid boundaries: Active side 20.00 from wall Passive side 20.00 from wall Bending moment, shear force and displacement envelopes Node Y Displacement Bending moment Shear force no. coord maximum minimum maximum minimum maximum minimum m m kN.m/m kN.m/m kN/m kN/m 1 0.00 0.045 0.000 0.0 0.0 0.0 0.0 2 -0.60 0.040 0.000 0.9 0.0 2.0 -0.2 3 -1.20 0.034 0.000 3.5 0.0 7.0 -0.4 4 -1.80 0.029 0.000 9.6 -0.0 13.8 -0.3 5 -2.15 0.026 0.000 15.3 -0.1 18.6 -0.2 6 -2.50 0.023 0.000 22.8 -0.1 24.0 0.0 7 -3.05 0.019 0.000 38.2 -0.2 32.5 -0.1 8 -3.60 0.015 0.000 58.8 -0.2 42.4 -0.2 9 -4.05 0.011 0.000 79.8 -0.4 51.4 -0.3 10 -4.50 0.008 0.000 105.1 -0.5 61.2 -0.4 11 -5.00 0.006 0.000 135.8 -0.7 56.0 -0.4 12 -5.50 0.003 0.000 153.4 -0.9 7.7 -0.5 13 -6.00 0.002 0.000 146.5 -1.2 0.0 -50.5 14 -6.60 0.001 0.000 100.0 -1.6 0.0 -80.2 15 -7.20 0.000 0.000 51.5 -1.6 0.6 -66.1 16 -7.60 0.000 -0.000 29.2 -1.2 1.5 -44.7 17 -8.00 0.000 -0.000 16.0 -0.3 2.9 -20.8 18 -8.50 0.000 -0.000 7.6 0.0 1.1 -13.2 19 -9.00 0.000 -0.000 2.8 0.0 0.0 -6.9 20 -9.50 0.000 -0.000 0.7 0.0 0.0 -2.8 21 -10.00 0.000 -0.000 0.0 -0.0 0.0 0.0 Maximum and minimum bending moment and shear force at each stage Stage --------- Bending moment -------- ---------- Shear force ---------- no. maximum elev. minimum elev. maximum elev. minimum elev. kN.m/m kN.m/m kN/m kN/m 1 0.8 -9.00 -1.6 -7.20 2.9 -8.00 -0.8 -9.50 2 153.4 -5.50 -0.0 -10.00 61.2 -4.50 -80.2 -6.60 Maximum and minimum displacement at each stage Stage -------- Displacement --------- Stage description no. maximum elev. minimum elev. ----------------- m m 1 0.000 -4.05 -0.000 -10.00 Apply surcharge no.1 at elev. 0.00 2 0.045 0.00 -0.000 -8.00 Excav. to elev. -4.50 on PASSIVE side

Licensed to LND | Sheet No. Program: WALLAP Version 5.03 Revision A19.B32.R29 | Licensed from GEOSOLVE | Job No. Run ID. Shoring-ASCON-100 | Made by : rk Proposed Shoring at Mafraq Dialysis Center | Date:13-12-2010 Shoring with Soldier H BEAM WALL | Checked : ----------------------------------------------------------------------------- Units: kN,m

5.0 SECTIONAL PROPERTIES OF UNIVERSAL STEEL BEAMS