Survey MST

29
The Grand Egyptian Museum – GEMIII COMMENT REPLY SHEET TITLE: Survey Method Statement PMC NO: 1082-CN-GN-CT-MST-984101-033 Revision: C JVBO NO: GEMIII-XX-XX-XX-BO-MST-XX-984101 Revision: C No. PMC Comments JV Besix-Orascom Reply Remarks 1. PMC, SCA, BOJV meeting on Monday 4 th March 2013: As per section 2.1.3 of the Minutes of Meeting, to resubmit the Survey Method statement updating the Survey Log Section. Done. RevD of the method statement attached.

description

Survey MST

Transcript of Survey MST

Page 1: Survey MST

The Grand Egyptian Museum – GEMIII

COMMENT REPLY SHEET

TITLE: Survey Method Statement

PMC NO: 1082-CN-GN-CT-MST-984101-033 Revision: C

JVBO NO: GEMIII-XX-XX-XX-BO-MST-XX-984101 Revision: C

No. PMC Comments JV Besix-Orascom Reply Remarks

1. PMC, SCA, BOJV meeting on Monday 4th March 2013:

As per section 2.1.3 of the Minutes of Meeting, to resubmit the Survey Method statement updating the Survey Log Section.

Done. RevD of the method statement attached.

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The Egyptian Ministry of Culture Supreme Council of Antiquities

The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 1 of 28

Prepared by: LRO Checked by: BWA Approved by: WDO

SURVEY METHOD

STATEMENT

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The Egyptian Ministry of Culture Supreme Council of Antiquities

The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 2 of 28

Prepared by: LRO Checked by: BWA Approved by: WDO

CONTENTS

1. INTRODUCTION............................................................................................................. 3

1.1 Abbreviations and Definitions .................................................................................. 3

2. COORDINATE SYSTEMS AND LOCAL GRIDS.............................................................. 4

2.1 Egyptian Transverse Mercator (ETM) ...................................................................... 4 2.2 From ETM to GEM Site Control Grid ....................................................................... 5 2.3 GEM Radial and Chronological Grids into Site Control Grid .................................... 6

3. SURVEY METHODOLOGY........................................................................................... 11

3.1. Primary Control Network....................................................................................... 12 3.1.1. Horizontal Datum…………………………………………………………………... 5 1

3.1.2. Vertical Datum ………………………………………………………………………17

3.1.3 Least Squares Network Adjustment…………………………………….…….….17 3.2. Setting Out Surveys .............................................................................................18 3.3. 3D As-built survey ................................................................................................ 20 3.4. Survey Log……………………………………………………………………..………20

3.4.1. Description……………………………………………………………………..…....20 3.4.2. Availability………………………………………………………………………..….22

4. SURVEY MANPOWER AND EQUIPMENT RESOURCES......................................... ...24

4.1. Survey Personnel ................................................................................................ . 24 4.1.1. Survey Manager………………………………………………………..……….….24

4.1.2. Senior Surveyor…………………………………………………………………....24

4.1.3. Surveyors…………………………………………………………………..……….25

4.1.4. Assistant - Trainee Surveyors………………………………………………...….25

4.1.5. Chainman……………………………………………………………………….…..25

4.2. PLANT AND EQUIPMENT ................................................................................... 264.2.1. Total Stations………………………………………………………….……..……..26

4.2.2. Leveling Equipment………………………………………………………………..27

4.2.3. GNSS Receivers…………………………………………………….…….……….28

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The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 3 of 28

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1. INTRODUCTION

The purpose of this document is to outline the methods by which survey activities will be

conducted on the GEM project. The main body of this method statement concerns the

establishment of the Primary Control Network, on which all future survey works will be based.

1.1 Abbreviations and Definitions

ETM Egyptian Transverse Mercator

DWG, DGN, DXF Electronic Drawing Formats

DGPS Differential Global Positioning

GPS Global Positioning Systems

GLONASS Russian Navigational Satellite Constellation

GNSS Global Navigational Satellite Systems (incl. GPS &

GLONASS)

RO Reference Object

RTK Real Time Kinematic

WGS84 World Geodetic System 1984

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The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

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2. COORDINATE SYSTEMS AND LOCAL GRIDS

It is standard practice to establish a local coordinate or grid system for construction

projects. In particular, projects where the construction phase spans a number of years.

Even where initial control and surveys have been carried out in the national coordinate

system, that system will be fixed to the site in question for the duration of the

construction. The resultant control, although it appears to be a national coordinate

system, is essentially a local coordinate system where scale is maintained and the

stability is ensured by the construction of permanent control points.

2.1. Egyptian Transverse Mercator (ETM)

The initial control issued by the client appears to have been established within the national

ETM coordinate system, below.

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Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 5 of 28

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Designation: EGYPTIAN TRANSVERSE MERCATOR,

RED BELT

Ellipsoid HELMERT 1907

Semi-major axis a = 6378200.000 m

Semi-minor axis b = 6356818.168 m

Inverse flattening 1/f = 298.300

Projection MERCATOR TRANSVERSE

Meridian of origin GREENWICH

False Easting E = 615000 m

False Northing N = 810000 m

Longitude of Central

Meridian 31° East

Latitude of Origin 30° North

Scale Factor 1

2.2. From ETM to GEM Site Control Grid

Preliminary checks on the client’s control have already been carried out and two reliable

control points M2 and M18 have been identified. These two points will form the baseline from

which the control will be extended to cover the entire GEM site.

A network of GNSS baselines will be observed and computed using Trimble Business Centre

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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2. In addition suitable transformation or projection parameters will be computed. These

parameters will then define the geodetic component of the control system. The same

parameters will facilitate the transformation of GNSS observations to site control coordinates.

A suitable primary pillar will be adopted to become the GNSS base station from where

differential corrections will be broadcast to the site to introduce the RTK component and

accuracy to the GNSS rovers on site.

In addition to the GNSS static observations terrestrial observations of angles and distances

will be added to further enhance the networks accuracy and to introduce ground scale.

Heights will be also observed with double precise levelling runs. The resultant observations

will all be entered and simultaneously computed in a least squares adjustment of the control

network. The resultant computed control system will then become the GEM Site Control Grid.

The site control grid will be computed in ETM coordinates, but will essentially become a local

site coordinate system which will be fixed for the duration of the project. All surveying and

setting out will be conducted in the GEM Site Control Grid.

2.3. GEM Radial and Chronological Grids into Site Control Grid

GEM architecture is based on vanishing lines A.b and G.b and intersecting at Plan Grid Origin

(0,0,0)GEM,

Figure 1 below. The architectural elements of the project are designed following

this radial configuration, as well as the Chronological Grid. This mixture of grids has huge

potential to confuse the setting out works and therefore it will be simpler to consider all

elements in terms of the GEM Site Control Grid. To this end all working drawings will be made

in the GEM Site Control Grid. This exercise will be undertaken by the Technical Office in

conjunction with the Survey Office. All coordinates will be given in the GEM Site Control Grid.

GEM architecture is based on vanishing lines A.b and G.b respectively coming from Giza

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 7 of 28

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Pyramids Menkaure and Khufu summits, and intersecting at Plan Grid Origin (0,0,0)GEM

.

Architectural elements of the project are designed following this radial configuration, inside A.b

and G.b radial axis, and 24m/6m ordinate multiple lines parallel to West-East abscise axis.

As shown on the table / sketch below, a number of 383 additional radial lines (from n=1 to

383) are established between A.b (n=0) and G.b (n=384); defining 384 equidistant segment

units for the same ordinate YGEM

. From Origin, each equidistant segment units are increasing

about 25mm by 24m ordinate increase,

According above representations which are parts of the tender documentation; entire set of

radial lines can be easily expressed with following linear equation:

𝑋RGEM = �9,600 + 𝑛×2524,000

� × 𝑌RGEM , with XGEM and YGEM

in (milli-)meters.

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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For example:

@ S.01, YGEM

If n = 0 (A.b), then 𝑋RGEM = �9,600 + 0×2524,000

� × 24,000 = 9,600mm = 9.600m

= 24,000mm (= 24.000m),

If n = 384 (G.b), then 𝑋RGEM = �9,600 + 384×2524,000

� × 24,000 = 2 x 9,600mm = 19.200m

@ S.12, YGEM

If n = 0 (A.b), then 𝑋RGEM = �9,600 + 0×2524,000

� × 288,000 = 115,200mm = 115.200m

= 288,000mm (= 288.000m),

If n = 384 (G.b), then 𝑋RGEM = �9,600 + 384×2524,000

� × 288,000 = 230,400mm = 230.400m

Other example, to confirm correlation between equation and schematic table above:

@ S.24, YGEM

For D.a, n = 138, then 𝑋RGEM = �9,600 + 138×2524,000

� × 576,000 = 313,200mm = 313.200m

= 576,000mm (= 576.000m), on radial line D,

For D.b, n = 156, then 𝑋RGEM = �9,600 + 156×2524,000

� × 576,000 = 324,000mm = 324.000m

Distance D.a – D.b = Abs (XD.a – XD.b

) = Abs(313.200 – 324.000) = 10.800m

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

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Like this with a unique linear equation, we can determine all sets of (X,Y)GEM

Cartesian

coordinates relatives to “Radial” Grid.

Practically, at the beginning of the project, set of radial lines can be imported and stored for

the entire duration of the construction, into the DGPS controllers and into the “fix points” data

memory of each electronic total station units, then setting out on site are facilitated with

embarked program “Reference Line” and “COGO” calculations. When operator selects the

required radial line, he can guide the chainman on the line up to the required ordinate YGEM

,

then check and reduce distance offsets up to the radial line and ordinate intersection

precisely. Alternatively, some modern Total Stations have the ability to set out directly from 3D

drawings and by uploading a 3D drawing of the Girds and the coordinates of the points to be

set out the same can de achieved with an increased level of accuracy.

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 10 of 28

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Figure 1; the design grids

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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3. SURVEY METHODOLOGY

Repeatable accuracy in setting out the construction elements of the project is the key element to

this method statement. The methodology is designed to eliminate gross and systematic error

and to manage random observational errors that are part of every observational procedure.

Given that the radial elements run the length of the project and that construction will be

scheduled to occur simultaneously in various places, the challenge is to maintain the alignment

along these radial grid lines. It is only by establishing a single Primary Control Network for the

entire project that the various elements will eventually join in correct alignment.

In addition to the primary control network, survey methods have to be controlled in order to

maintain vigilance over the occurrence of gross and systematic errors. Standards of good

practice have been established over many decades of surveying that eliminate the gross errors

and minimize the occurrence of the systematic ones.

A system of independent checks is best suited to

ensure that good practice is always employed. In

addition survey methods such as forced centering,

combined with three point resections where the

orientation rays are substantially longer than the

setting out ones will eliminate a number of

systematic errors and ensure setting out accuracy.

The best way to deal with the remaining random

observational error is to use the statistical method of

Least Squares.

Figure 2; a typical pillar setup

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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3.1. Construction of the Primary Control Network

A system of 9No Primary Control Pillars and 7No RO’s will

be constructed to form the Primary Control Network.

These primary control pillars will be constructed with a

substantial foundation. Each pillar will be approximately

0.5m in diameter and extend between 1.50m to 4.0m

above the top of foundation level. The actual heights if

these pillars will be determined on site to ensure clear

sight lines. This is to provide the maximum possible

coverage from each vantage point.

Each pillar will have a brass station plate (with 5/8”

threaded stub) retro fitted stations and targets. Each

station plate is also equipped with a level point, which will

be leveled with a precise digital level.

Figure 3; an elevated pillar with scaffold access

Figure 4; brass plate and 5/8" thread

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In some instances the chosen location may not permit the construction of a concrete pillar, yet

the location is desirable. The pillar construction may have to be altered to suit the specific

situation. Two such intended locations are both on building roofs. In these instances the pillar

will be constructed of tubular steel and bolted directly to the concrete roof structure using

fixing bolts and epoxy resin to ensure a stable position. An example is depicted in figure 6

below.

The layout of the primary control points takes into consideration both longevity of the pillar as

well as the overall geometry of the network. The site will in time become congested and the

safety of the pillars is a concern. The pillar locations are chosen so that they do not interfere

with the actual construction elements of the final building or any process enabling the

construction of the building. As a result they are primarily located along the perimeter of the

site. This in turn will result in the pillars being elevated to ensure good lines of sight.

The figure below represents the planned layout of the Primary Control Network.

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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Figure 5; the planned layout of the Primary Control Points

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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The positions indicated by the black triangles represent the pillars to be constructed as

described above. The red triangles represent the Reference Objects. The intention is to utilize

the seven bill board positions and to install targets on either the columns of cross members to

serve as fixed points that can be used either as reference objects during the setting out

procedures. The type and design of the target still needs to be determined once access to the

top of one of the structures can be arranged.

The observational stage of the network establishment will be dealt with in two parts, the

horizontal datum (2D) and the vertical datum (1D). This is a typical land survey approach to

three dimensional control, brought about in part by the difference in observational accuracies

of the equipment used. This proposal will utilize the benefits of all three systems in the

establishment of the Primary Control Network.

The final coordinates will be the result of a fully three dimensional network adjustment. The

method of least squares will be used to derive these values.

3.1.1. Horizontal Datum

The GNSS receivers will provide the geodetic component of the network. By using the method

of differential global positioning systems (DGPS), it is possible to resolve baselines to the sub-

centimeter level. There is also the benefit of being able to resolve baselines irrespective of line

of sight, which will provide additional geometric strength to the network.

In addition total station observations will provide the required horizontal accuracies (TS30 -

0.5”) required to the network. Another important contribution is the inclusion of accurately

measured distances. Instruments like the Leica TS30 have a distance accuracy of 0.6mm ±

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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1ppm. Distances will contribute a necessary component to ensure that the scale remains set

at 1:1 in the network. This is important in controlling systematic error during the setting out of

construction works.

A GNSS base station which broadcasts differential

corrections specific to the GEM Site Control Grid will be

established on site. The Primary Control Pillar constructed

on the roof of the contractors multi-story office block will be

the chosen location for this base station. The base station

will be connected to a

UPS system to protect

the charger from power

fluctuations and

outages. In addition

there are two 24Ah,

12v batteries that

directly power the

GNSS reciever and base radio which broadcasts the

corrections. The result is a robust 24h, 7 days per week

RTK system. Givin that RTK accuaracies are generally of

the order of 2-5cm, the system will be able to provide for

all lower accuracy setting out work, as well as providing

quick checks to lower order requirements.

In addition the base station will log static observations during the establishment Secondary

Control Points throughout the project’s duration. Again the advantage of not requiring sight

lines will improve overall positioning accuracy to the control system

Figure 6; a steel pillar fixed to a roof and being used as

a GNSS Base

Figure 7; the GNSS receiver, radio with 12v power supply

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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3.1.2. Vertical Datum

Whereas GNSS and Total Stations can be considered as fully three dimensional systems,

their height accuracies are not as high as their horizontal components. The vertical

component from the total station observations will be an improvement on the GNSS vertical

solution, but to achieve the required accuracy in height, it is necessary to use the method of

spirit leveling. The height component will be derived from the results of the digital leveling.

Digital levels remove most of the common systematic errors that are made during

observations. The use of bar coded leveling staves means that all reading and recording is

carried out by the instrument removing the human errors that commonly occur at this stage.

The accuracy that can be achieved with a digital level such as the Leica DNA10 (Standard

deviation of 1.5mm per 1km, double run) far out performs the other two systems. A fully

observed level network will provide the required height accuracy.

3.1.3 Least Squares Network Adjustment

The method of least squares is an iterative method that minimizes the residual and results in

the best possible fit solution to the network. In a typical fully observed network the number of

observations far outnumbers the observations required to define the network. The resultant

difference in observations is known as the degrees of freedom or redundancies of the

network. These in turn provide the opportunity to remove observations from the solution that

have an adverse effect on the solution (outliers).

This proposal includes the use of three observational systems each contributing what the

other cannot. The result is a network with a large number of redundancies. In addition the

introduction of an observation weighting system, where the most accurate observations carry

the most weight will ensure that best possible accuracy is obtained.

All observations will be entered into the Star*Net least squares software package. The

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PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

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software will compute several iterations of the network

solution until the residuals converge to an acceptable

magnitude. This process is largely iterative and several outlier

observations will be removed to produce the final Primary

Control Coordinates. A full residual report will be available to

scrutinize the accuracy of the coordinates produced.

3.2. Setting Out Surveys

All setting out surveys will be based on the Primary Control

Network.

As described above the GNSS base will provide a means of

maintaining the primary network and simultaneously provide

the RTK corrections to enable a rapid means of surveying and

setting out certain elements such as foundation excavations, car parks, roads etc.

The survey teams will make use of total

stations and levels to set out and check the

construction works. All setting out surveys will

be base on the primary control pillars. Targets

will be installed on the pillars directly and three

point resections will provide the required

accuracy (<5mm) for setting out. In addition a

Secondary Control Network will be established

within construction boundaries to facilitate

setting out works. These secondary control

points will be of a less permanent nature as the

Figure 9; setting out roof elements

Figure 10; setting out with a total station

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construction progress will necessitate their eventual destruction. Their method of fixing and

establishment will however receive all the necessary attention and due care required to ensure

accurate results. These points will enable the surveyors to measure inside the building without

line-of–sight to Primary Control Network.

Where the setting out of more complex elements of construction demand additional setting out

consideration, these methods will be described in a paragraph in the method statement

connected to the element being constructed. Consideration for the survey control ITP for the

specific case will also be given in the dedicated paragraph of the particular method statement.

The planned Primary Control Points along with the Secondary Control that will be fixed on the

site as and when required will be published in an Official GEM Coordinate list with

accompanying GEM Control Plan. This centralized control list and plan is a method of

managing setting out as only these published points will be accepted as control from which

construction elements can be set out or checked. During the course of the works it is normal for

control points to be destroyed as new building elements are added, others may become

obscured and fall into disuse. The periodic review of the coordinate list tracks the progression of

control points for the duration of the project. As new control is established, the list and plan will

be updated. New versions of the control lists will be presented to PMC for verification in line with

the ITP for survey control.

The approach adopted for the setting out will require significant input from our BIM department

who will be required to supply 3D-coordinates and updated drawings. Digital drawing formats

will be particularly important in the setting out process. A controlled flow of information with

checks and references will be required to ensure that only current data is being used.

From the survey point of view, a system of work sheets or folders will be implemented to ensure

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that the correct information flows down to the surveyor and vice versa where surveys are

required.

3.3. 3D As-built survey

As-built surveys will be carried out on the major elements as they are constructed. These

records will be kept in the Survey Log as described in section 3.4 below.

3.4. Survey Log

The Survey Department will maintain a Survey Log which will be made available for reference

to the Client. The purpose of the log is to facilitate the survey record keeping in an ordered

and retrievable way. There will be a monthly inspection request, where the client will be invited

to inspect the Survey Log to satisfy themselves that the log is being maintained.

3.4.1. Description of the Survey Log

The Survey Log is a direct consequence of the proposed survey work flow. Provision is

made for the storage of all survey data in one location. The storage is primarily digital

and is supported by field notes from the surveyors in the field. The system works as

follows:

3.4.1.1. A work package is created from the required survey input for

construction of an element of design. The survey information

will be derived directly from the design information from our

Technical Office. It is envisaged that the data will be

predominantly digital. For instance a 3D drawing will be

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The Grand Egyptian Museum

Document Type and Document Title

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downloaded from our SDMS (site document management

system).

3.4.1.2. The data from the drawing will be transferred to the Total Stations

for setting out. Again the preferred method of transfer is digital,

although hand entry via the Total Station keyboard will occur in

some cases. Setting out is completed and checked and the

observations are logged. Any additional information pertinent to the

survey operation that is not logged digitally by the instrument will be

logged in the surveyor’s field book.

3.4.1.3. The Field book will be considered as a control document from a

survey point of view. All field books will be numbered and logged in

a Field Book Log. Most observations will be logged on the actual

equipment rather than in the field book. In this scenario the field

book will contain additional information that is generally not logged

digitally. Date and description of the task as well as any explanatory

sketches and the names of any log files and job numbers will serve

to tie together the digital and ancillary information.

3.4.1.4. A Survey Job Register will also be created, which will assign each

survey job with a unique number. The numbering system will in part

mimic the GEM III Document Code Numbering System and contain

a date element that helps to pinpoint the inception date of the

particular survey. In addition each survey job will be stored (digitally)

in a central secure location. There will be a common file structure for

all survey jobs with sub-directories for items such as Observations,

Reports, Calculations, Drawings and Results.

3.4.1.5. As the QA procedures require, As Built Surveys will be undertaken

and recorded as above to the relevant Survey Jobs thereby creating

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The Egyptian Ministry of Culture Supreme Council of Antiquities

The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 22 of 28

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a log of survey information specific to the construction elements. In

this case the flow of information will be reversed, from the field to

the Technical Office. Data from the total Stations will be converted

into 3D AutoCAD drawings.

3.4.2. Availability of the Survey Log

The Field books will be stored in the Survey Manager’s office. The Field Book and Job Registers are also stored on the server. The Survey Log is currently available on the contractor’s server network and can be accessed from any of the survey department computers. There are daily backups from the server which help protect the Survey Log from damage or loss due to accidental server outages. The Directory Structure is outlined below. It should be noted that as the project progresses, so the Survey Log will change to accommodate the additional information.

3.4.2.1. Folders within this outline contain data pertinent to the survey log.

3.4.2.2. The Museum area folder is divided into various sub folders arranged firstly by

3.4.2.3. Levels, followed by 3.4.2.4. Zones then Foundations & Slabs and Wall Elevations. The latter

two folders are then divided into Setting Out and As-Built folders 3.4.2.5. Finally the Registers are available directly in the Survey Log

folder.

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The Egyptian Ministry of Culture Supreme Council of Antiquities

The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 23 of 28

Prepared by: LRO Checked by: BWA Approved by: WDO

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The Egyptian Ministry of Culture Supreme Council of Antiquities

The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 24 of 28

Prepared by: LRO Checked by: BWA Approved by: WDO

4. SURVEY MANPOWER AND EQUIPMENT RESOURCES

4.1. Survey Personnel

Survey Personnel will comply with Besix-OCI Health, Safety and Environmental Plan and

Quality procedures, or higher standard if required.

The proposal is to utilize a minimum of four Survey Teams. Each team will comprise of 1No.

Senior Land Surveyor, 4No. surveyors, 4No. trainee surveyors and 8No. chainmen.

The four teams will report directly to the Survey Manager who will have overall control of the

survey operations on site. A summary personnel list is included in Annexure A.

Their roles and responsibilities include but are not limited to the following:

4.1.1. Survey Manager

Overall management of the survey department, includes safety and resources

Survey data QA and management

Liaison with Client, Technical Office and Design Team on surveying matters

Survey team regular safety toolbox talks and technical trainings

Survey records and reporting

Establish and maintain survey systems

Survey operations – Risk assessments

4.1.2. Senior Surveyor

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The Grand Egyptian Museum

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JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

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Proficient on all survey equipment

Carry out field checks and QA setting out

Proficient in Topo and CAD skills

Data acquisition and processing

Supervise and train surveyors

Report to Survey Manager

4.1.3. Surveyors

Proficient with Total Stations and level instruments

Proficient in setting out in XYZ

Data acquisition and as-built surveys

Report to Senior Surveyor

Carry out monthly Total Station Calibration checks

4.1.4. Assistant - Trainee Surveyors

Proficient with level instruments

Proficient in setting out levels / heights

Proficient in level reduction and calculations

Carry out weekly level calibration checks (two peg test)

Report to Senior Surveyor

4.1.5. Chainman

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The Grand Egyptian Museum

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JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

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Proficient in setting up an instrument

Proficient in using a survey pole and staff correctly

Carry out daily equipment cleaning and safe storage

4.2. PLANT AND EQUIPMENT

A summary of the equipment and their applications are set out below.

4.2.1. Total Stations

Each Surveyor will be equipped with a total station and the required accessories to

enable him to successfully carry out his survey duties. The Leica TS06 –TS09 (Flexline

Range) or Trimble M3 is indicative of the required standard. This kind of total stations

will be equipped with embarked field programs and 400m laser to enable easy, quick

and accurate survey and setting out in all three dimensions with or without reflector

prism.

In addition to the setting out total stations, there will be a requirement for higher end

specification total stations as well. These will be critical to the accuracy of the Primary

Control Network, as discussed earlier. A suitable standard total station would be the

Leica TS30 or Trimble S8, with angular measurement accuracy to the order of 0.5” and

distance accuracy of 0.6mm +- 1ppm.

Total Stations are to be checked on site at monthly intervals, according Besix-OCI IMS

procedures and manufacturer instrument user manual. Quality check form will be filled

for QC record.

As well, each instrument will be sent to the third party service provider for annual

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The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 27 of 28

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maintenance and re-calibration with service and calibration certification.

4.2.2. Leveling Equipment

Each trainee surveyor will be equipped with a level instrument and accessories to enable

him to successfully carry out his survey duties. These levels may be digital or optical-

mechanical but will be capable of reliable observations to the required accuracy.

In addition to the levels for the trainee surveyors, there will be a requirement for both

digital precise levels and laser levels. Laser levels will be used in the control of

foundation excavation level as well as concrete casting levels. There will be a mixture of

single and dual grade levels on site.

Precise digital levels of the Leica DNA10 standard or similar are required for the transfer

and establishment of accurate level control.

All Leveling equipment is to be checked on a weekly basis. A two peg test will be carried

out on a baseline that will be constructed on site in an appropriate location. Two peg

tests will be carried out as per Besix-OCI procedures and manufacturer instructions

described in user manual. Quality check form will be filled for QC record.

As well, each instrument will be sent to the third party service provider for annual

maintenance and re-calibration with service and calibration certification.

4.2.3. GNSS Receivers

One base station and three mobile rovers will be required to fulfill the primary control

role. All receivers must be capable of logging static observations. In the case of the three

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The Egyptian Ministry of Culture Supreme Council of Antiquities

The Grand Egyptian Museum

Document Type and Document Title

PMC No.: 1082-CN-GN-CT-MST-984101-033 Rev.: D

JVBO No.: GEM III-XX-XX-XX-BO-MST-XX-984101 Rev.: D

Date: 06TH March 2013 Page: 28 of 28

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rovers, RTK capability is essential for the checks and lower accuracy setting out work

such as foundation excavation, roads and car parks. They will also fulfill any

Topographic roles that usually arise in construction projects.

A typical standard of equipment would be the Trimble SPS861 with Zephyr Geodetic

antennae for the base station and the Trimble R6 or R8 as a rover kit.