19.building movement control during construction.rev.01-17august 2009

METHOD STATEMENT

Building Movement Control during Construction

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METHOD STATEMENT


Rev. No Date Description Prepared Reviewed Approved

01 17-Aug-09 Ha T.H Ryu Y.M Kim D.S

00 04-May-09 Ha T.H Ryu Y.M Kim D.S

METHOD STATEMENT


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CONTENTS

Page

1.

1.1

1.2

1.3

GENERAL

Scope

Definitions

Related Documents

3

3

3

4

2.

2.1

2.2

2.3

2.4

2.5

EXECUTION

Analysis & Prediction

Material Testing

Field Measurement & Survey

Specialist Organization

Performance Target

5

5

13

18

44

45

3.

DELIVERABLES

47

A.

A.1

A.2

A.3

APPENDICES

Technical Specification of Instrumentation and Monitoring Equipments

Sensor Installation Drawings

Curriculum Vitas for Specialty Organization

48

49

89

97

METHOD STATEMENT


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1. GENERAL

This method of statement outlines the DAEWOO’s proposed building movement control

(also called “the Work” hereafter) methods necessary to ensure accurate construction

of KLCC Tower (also called “the Tower” hereafter) with allowable building movement

during construction.

1.1 Scope

The works undertaken by DAEWOO include the following major activities:

1.1.1 Theoretical prediction of the Tower’s movement during construction con-

sidering construction sequence and time-dependent material properties. Using struc-

tural analysis software, the movement of the Tower is computed in 3-dimensional coor-

dinate and appropriate corrective actions are suggested for adverse effect of the

Tower’s movement.

1.1.2 Laboratory material testing of concrete to enhance the accuracy of the pre-

diction including compressive strength of cubic and cylinder specimen time-dependent

variation of modulus of elasticity, specific creep values and ultimate shrinkage values.

1.1.3 Field measurement and survey to verify the predicted movement, to update

the suggested corrective actions. The targets of monitoring include building settlement

at P4 level, elastic shortening of columns and walls, deflection of transfer beams, long-

span beams and slabs, concrete tensile strain in transfer beams, tower verticality, and

axial load in temporary props supporting the transfer beams.

1.2 Definitions

1.2.1 Axial shortening of a building is defined as the vertical displacement of the

building and results from the sum of axial deformation of vertical members at each level.

Three major factors affecting axial shortening are loads, geometry, and material proper-

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ties of the vertical members in the building.

1.2.2 Target time shall be basically designated as 7 years after the roof of the Tower

has been completed as defined in the Section 01400 of the client’s specification. It is

noted that, however, different target time will be adopted in the theoretical analysis of

building movement whenever it is necessary, e.g. building movement at construction of

transfer beam level, etc.

1.2.3 UPTO movement at a specific time refers to the movement amount which has

already developed and accumulated up to the time when the building elements under

consideration are installed from the start of structure construction. This amount vanish-

es if a building is constructed so that every element of the building conforms to its de-

signed location at the time of construction.

1.2.4 SUBTO movement at a specific time refers to the movement amount which

has developed and accumulated at target time subsequent to the time when the build-

ing elements under consideration are installed. This amount causes the relative move-

ment of adjoining/adjacent building element and, therefore, additional (locked-in) forces

on structural members and adverse effects on non-structural elements such as façade

and elevators.

1.3 Related Documents

This method statement contains DAEWOO’s opinion in carrying out the Work with re-

gard to the client’s specification. Refer to the following sections of the specification on

related topics:

01400 Building Movement Control During Construction

01420 Instrumentation and Monitoring Works

03300 Cast-In-Place Concrete

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2. EXECUTION

2.1 Analysis & Prediction

2.1.1 Scope – Building movement is predicted by the following three-staged analysis.

A. One-column shortening analysis phase – In this initial stage analysis, individual

vertical members of the Tower is modeled to calculate their respective/relative

shortening amount and to suggest corrective actions. This analysis is performed

using DAEWOO’s in-house programs C-SAP (Column-Shortening Analysis Pro-

gram). The applied load on each member is obtained from the analysis results of

general-purpose 3-dimensional structural analysis programs such as ETABS and

MIDAS. Material and geometric properties are input from code provisions – mostly

ACI 209 – and relevant drawings, respectively. This analysis is usually performed

before the commencement of the construction of the lowest structure. At the time

of submission of this method statement, the analysis is completed and the one-

column shortening analysis report is being prepared. The results of the analysis

are summarized in Sec. 2.1.3.

B. Construction stage analysis phase – More detailed analysis of axial shortening

and other building movements are carried out by ASAP (Axial Shortening Analysis

Package) considering the effects of real construction sequence and restraint action

of neighboring structural members such as beams and slabs. The main focus of

this phase is set to evaluating the building movement induced by the progress of

construction, i.e., the increment of gravity load and time-dependent material prop-

erties. Building movement in the horizontal direction as well as in the vertical direc-

tion can be predicted at any stage of construction. Additional forces developed due

to construction in horizontal members such as transfer beams, outriggers, and belt

walls/trusses and the effects on other non-structural elements are evaluated.

C. Time history analysis phase – While the one-column shortening analysis and

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construction stage analysis are carried out for designated target time, in the time

history analysis phase, the variations of building movements according to time

(with progress of construction) are predicted for necessary cases and compared

with the data from field measurement and survey. The results of construction stage

analysis phase are updated in this phase as frequently as needed.

2.1.2 Analysis software

A. C-SAP was developed by DICT (DAEWOO Institute of Construction Technology) in

1997 and has been successfully used more than 10 years on over 18 tall building

projects including Malaysia Telekom Headquarters (77 stories) and SONGDO

North East Asia Trade Tower (68 stories). The program was verified in the devel-

opment stage with many published research data and SOM’s in-house program,

and was also compared with ARUP’s in-house program during PUGOK PRUGIO

Project in 2004. The shortening calculation process within the C-SAP program is

basically the sum of elastic, creep, and shrinkage shortenings. The equations for

each component are mainly dependent on the equations in ACI 209 and PCA re-

port (Fintel, Mark; Ghosh, S. K.; and Iyengar, Hal, Column Shortening in Tall Struc-

tures – Prediction and Compensation (EB108.01D), Portland Cement Association,

1986).

B. ASAP is actually an upgraded version of C-SAP and was also developed by DICT

in 2007. It is based on the same algorithm as C-SAP but is able to perform a con-

struction stage analysis considering restraint action of neighboring structural mem-

bers such as beams and slabs as compared with the one-column shortening anal-

ysis in C-SAP. This program is still under development to incorporate material test

analysis and time history analysis features.

C. General-purpose 3-dimensional structural analysis programs such as ETABS and

MIDAS are used to support running C-SAP and ASAP, and to perform conventional

structural analyses.

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2.1.3 Summary of one-column shortening analysis

As an initial prediction of the vertical movement of the Tower, individual columns and

walls are analyzed for their axial shortening amount and corresponding compensation

strategies. Target members are chosen as shown in Figure 1 considering the symmetry

of the Tower’s plan and member connectivity. Loading sequence on the members are

based on the construction schedule planned by the site team on 7 FEB 2009 and the

loads are calculated from the 3-dimensional structure model using MIDAS as shown in

Figure 2. The input data used in the analysis are summarized as follows:

Figure 1 Location of walls and columns under consideration of shortening prediction

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(a) Structure modeling w/o slab (b) Running analysis of model (a) (c) Structure modeling w/ slab

Figure 2 Structure modeling of the Tower for building movement control

a. Target time is 7 years after the completion of construction as designated in the client’s

specification;

b. Concrete strength used is mean compressive strength of the cylinder specimens at 28

days, ;

c. Elastic modulus of concrete is calculated from its strength according to ACI 318;

d. Specific creep values are calculated from the concrete strength to range from 0.41E-06

to 0.52E-06 in/in/psi based on the PCA report;

e. Ultimate shrinkage value is set to 750E-06 in/in from DICT’s previous experience;

f. Relative humidity of Kuala Lumpur is set to 80%, which is taken from BBC weather re-

port (See http://www.bbc.co.uk/weather/world/city_guides/results.shtml?tt=TT002590);

g. Construction load is divided into three categories, i.e., structural dead load (DL), supe-

rimposed dead load (SDL), and live load (LL): and

h. Reduction factor for LL is chosen to be 0.5, which is sufficient as compared with the

minimum 0.4 for high-rise office building.

8 MPacm ckf f

http://www.bbc.co.uk/weather/world/city_guides/results.shtml?tt=TT002590

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Figure 3 Distribution of axial shortening of CW3 (See Figure 1 for member location)

0

20

40

60

80

100

120

140

160

180

200

59524538312417104P2

Axial Shortening Distribution of CW3 (UPTO & SUBTO)

SUBTO Shortening

UPTO Shortening

0

20

40

60

80

100

120

140

160

180

200

59524538312417104P2

Axial Shortening Distribution of CW3 (Elastic, Creep & Shrinkage)

Shrinkage Shortening

Creep Shortening

Elastic Shortening

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Figure 4 Distribution of axial shortening of J1 (See Figure 1 for member location)

0

20

40

60

80

100

120

140

160

180

200

5649423528211471

Axial Shortening Distribution of J1 (UPTO & SUBTO)

SUBTO Shortening

UPTO Shortening

0

20

40

60

80

100

120

140

160

180

200

5649423528211471

Axial Shortening Distribution of J1 (Elastic, Creep & Shrinkage)

Shrinkage Shortening

Creep Shortening

Elastic Shortening

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Table 1 Maximum absolute shortenings after 7 years of completion of construction (mm)

Member Total shortening SUBTO shortening Stories Type

CW1 140 32 44F Core walls

CW2 118 29 18F

CW3 160 52 28F

A2 81 29 14F Perimeter col-

umns at rec-

tangular plan

A3 106 42 15F

A3a-4 85 29 17F

B1 61 20 16F

C1 86 33 16F

D1 94 38 18F

E1 97 40 18F

F1 81 35 27F

J1 134 40 39F Perimeter col-

umns at trian-

gular plan

J2a 149 47 27F

J3 138 41 27F

J4 136 40 39F

W1 135 46 48F

W2 135 47 48F

W3 143 53 48F

W4 152 61 48F

F2-W5 160 51 27F

W6 157 50 27F

H1-W7 141 43 27F

Average 122 41

The results of analysis are listed in Table 1 and Table 2 for absolute and differential

shortenings, respectively, and example graphs for the distribution of the shortening

amount across entire building height are shown for CW3 and J1 in Figure 3 and Figure

4, respectively. The results can be summarized and some tentative conclusions can be

drawn as follows:

Total shortenings are relatively small – 0.429mm per 1m – compared with other

high-rise buildings with similar height with the Tower;

SUBTO shortenings covers about 34% of the total shortening;

Shortening amounts are well distributed evenly across the plan so that the dif-

ferential shortenings are very small – average maximums are only 11mm be-

tween core walls and perimeter columns, and 9mm between adjacent columns;

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Table 2 Maximum differential shortening after 7 years of completion of construction (mm)

Core walls vs. perimeter columns Between adjacent columns

Members Differential

shortening Stories Members

Differential

shortening Stories

CW1 | CW2 10 50F A3 | A3a-4 15 6F

CW2 | CW3 24 29F A3 | A2 13 15F

CW1 | A3a-4 7 30F A2 | B1 9 12F

CW1 | A3 14 13F B1 | C1 14 13F

CW1 | C1 8 P1F C1 | D1 11 28F

CW1 | D1 10 21F D1 | E1 5 30F

CW1 | E1 12 21F E1 | F1 11 7F

CW1 | F1 6 27F F1 | F2-W5 18 18F

CW2 | F2-W5 24 47F W6 | F2-W5 3 15F

CW3 | W6 11 6F W6 | H1-W7 7 27F

CW3 | J3 11 30F J1 | H1-W7 4 24F

CW3 | J4 12 28F J1 | J2a 8 19F

J3 | J2a 6 18F

J3 | J4 2 27F

Average 11 9

Compensation program for axial shortening can be established based on the

decision, where whether the entire shortening is compensated for the Tower’s

design height or only differential shortening is compensated for floor flatness.

At the kick-off meeting held on 4 FEB 2009 at KLCC office, DAEWOO asked

for Meinhardt’s opinion and Meinhardt answered that Major concerns are for

differential shortening between core walls and columns, and shortening analy-

sis done by Meinhardt itself did not exhibit much differential shortening.

Judging from the magnitude of the differential shortening amount and consider-

ing that the one-column analysis results are generally conservative, compen-

sation for differential shortening of columns and walls seems unnecessary; and

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2.2 Material Testing

Properties of concrete used in the initial analysis and prediction of the Tower ’s move-

ment are mostly based on the design values or code provisions. Actual properties of

concrete such as compressive strength, modulus of elasticity, specific creep, and ulti-

mate shrinkage are tested during construction and the results are used to increase the

accuracy of the analysis.

2.2.1 Scope – Testing of concrete for building movement control covers the following

type of test:

A. Compressive strength test for cube specimens sampled from all types of mem-

ber (columns, walls, slabs, and beams) to verify that the design strength is attained.

One set of three cylinder specimen is also sampled at each placing of concrete for

columns and walls to be tested for their compressive strength at 28 days. This was

recommended by Meinhardt in their comments dated on 10 MAR 2009 for the pur-

pose of comparison of the strength of high strength concrete between cube speci-

men and cylinder specimen.

B. Modulus of elasticity test for cube and cylinder specimens sampled when placing

concrete for columns and walls to verify its development with time. The tests are

performed at 7, 14, 56, and 90 days of concrete placing. Tests for Ø150mm cylind-

er specimens were recommended by Meinhardt.

C. Creep test for cylinder specimens sampled when placing concrete for columns and

walls to verify the specific creep value and creep development with time. The tests

are performed from 28 days of concrete placing and continued at least three

months.

D. Shrinkage test for cylinder specimens sampled when placing concrete for col-

umns and walls to verify the ultimate shrinkage value and shrinkage development

with time. The tests are performed concurrently with creep test.

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2.2.2 Specimens – Summary of test specimens related with the Work is shown in

Table 3. They are grouped by target member for testing, sampling frequency, specimen

type and age of concrete, respectively, and required numbers of specimen for each

testing are designated.

Tests for compressive strength and modulus of elasticity are performed at test room in

the site, while the specimens for creep and shrinkage shall be moved to DICT’s labora-

tory in South Korea after seven days of site curing by air transportation (FedEx) in

moist-cured condition for each grade of concrete above G55, since there is no climate

chamber available near the site.

Table 3 Test specimens related with building movement control

Test item Target

member Sampling frequency

Specimen type

Concrete age

Specimen number

Remarks

Compressive

strength

Columns

& walls Each

grade /

each plac-

ing

Cube

7 2 Discard specimen

for 56 days if 28-

day strength is

reached

Diameter of cy-

linder specimen is

100mm

28 4

56 2

Cylinder 28 3

Slabs &

beams Cube

7 2

28 4

56 2

Modulus of

elasticity Columns

& walls

Each

grade /

every 5th

floor

Cube

7 3 Three specimens

= one set

Grades for col-

umns & walls are

above G55 (G55,

G60, G65, G75)

14 3

56 3

90 3

Each

grade

Cylinder

(Φ150mm)

7 3

14 3

56 3

90 3

Creep &

shrinkage

Cylinder

(Φ150mm)

28 3 For strength

28 ~ 3 For creep

28 ~ 3 For shrinkage

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2.2.2 Procedure

2.2.2.1 Casting – Specimens are cast in accordance with the requirements of ASTM

C192-90A. Plastic molds are used for the specimens. All specimens are cured

in molds for 20±4 hours after which they are demolded and placed in specified

curing conditions. The specimen molds and specimens for creep and shrin-

kage testing are clearly marked with DICT project number. Each specimen has

a unique identification number.

2.2.2.2 Curing – Specimens are cured for seven days at the Tower’s site to simulate

the site curing condition, which was recommended by Meinhardt in their com-

ments dated on 10 MAR 2009. After seven days, the specimens are moist-

cured at 23±2°C and 100% relative humidity until the commencement of the

testing.

The specimens for creep and shrinkage testing shall be transported to DICT in

South Korea after site curing. Those specimens requiring external strain gauge

attachments are instrumented after preload curing. Four concrete strain gaug-

es are attached on the side surface of the cylinders for modulus of elasticity,

creep, and shrinkage tests in the middle at right angles.

2.2.2.3 Testing – The procedure for testing specimens for compressive strength and

modulus of elasticity is performed in accordance with applicable provisions of

Sec. 7 of ASTM C39-86. Diameters are measured for all test equipments. All

test specimens are loaded until failure and subsequent fracture to allow for the

determination of the type of failure.

Specimens for determination of compressive strength and modulus of elasticity

shall have ground ends rather than capped with a sulfur-based capping com-

pound meeting the requirements of ASTM C617-87. Specimens to be loaded in

creep frames shall have ends surface ground to meet the requirements of

ASTM C617-87. Control shrinkage specimens shall have ends coated with a

resin-based was or epoxy to retard moisture evaporation.

Creep test is conducted in the climate chamber located in the laboratory of

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DICT in accordance with ASTM C512-87. All creep specimens are preloaded

to produce a stress of 200 psi in the test specimens. The preloading period

does not exceed 15 minutes and is used to adjust uniformity of load application.

The temperature and humidity of climate chamber are recorded concurrent

with creep and shrinkage measurements for specimens stored at 23±2°C and

40% relative humidity as suggested by ACI 209R-92.

Creep specimens are under 30 to 40% of ultimate cylinder strength for more

than three months. Shrinkage test specimens are kept in the same environ-

ment as the creep test specimens without any loading. The applied load in the

creep test is recorded and the relaxation in the load should be recovered to the

recorded value at the time of data readings. Data readings from the strain

gauges are recorded with varied intervals during three months. As a minimum,

the following strain measurements shall be made:

Immediately before and after loading;

Two to six hours later;

Daily for the first week;

Weekly after the first week until the end of the first month; and

Biweekly after the first month until the end of the test.

2.2.2.4 Analysis – Nonlinear regression analyses of the test results are performed to

simulate the time-dependent variation of modulus of elasticity, specific creep,

and ultimate shrinkage. The measured data from each strain gauge are first

averaged for respective specimen before doing analysis using MathCAD. The

results of analysis are used to verify the assumed value in the initial prediction

of the Tower’s movement and update the properties of concrete.

2.2.3 Instrumentation and Equipments

2.2.3.1 Compressive strength and modulus of elasticity test – The equipment used to

conduct these tests is in conformance with the applicable provisions of ASTM

C39-86. The testing machine and scales to measure cylinder weight are cali-

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brated no more than 12 months prior to test. Calibration certificates for DICT

scales and testing machines are available for inspection at DICT. The minimum

mass to be weighted on any scale shall be at least 10 percent of the capacity

of the scale and no more than 90 percent of the capacity of the scale.

2.2.3.2 Loading frame for creep test – Creep tests are conducted in loading frames in

which springs are used to maintain the required load. Creep load is applied us-

ing a portable hydraulic jack equipped with a pressure measuring gauge and

external digital indicator for easy data reading. The pressure measuring gauge

conforms with ANSI/ASME B40.1-1985 Grade 3A with an accuracy of 0.25%.

The load application system is calibrated before use and on an annual basis

thereafter. Calibration is accomplished by placing the hydraulic jack in a testing

machine and applying load to the test machine using hydraulic jack. The test

machine used to calibrate the hydraulic jack system is calibrated in accordance

with ASTM E4-89, “Standard Practice for Load Verification of Testing Ma-

chines,” no more than 12 months prior to use in calibrating the hydraulic jack

system. At least 10 test loads are used to establish a calibration curve for the

hydraulic jack system. The curve relating hydraulic pressure to applied load is

determined by linear regression and is considered acceptable if the correlation

coefficient is 0.99 or greater.

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2.3 Field Measurement & Survey

Predicted building movements are verified and tentative compensation values are up-

dated based on the results from measurement and survey conducted at the site.

2.3.1 Scope – Measurement and survey for building movement are performed to ve-

rify the following sources:

A. Axial shortening of columns and walls – Two types of method are adopted for

measuring actual shortenings during construction.

First, the compressive strains of columns and walls due to load application and en-

vironmental effects are measured by vibrating wire strain gauges (EM-5) embed-

ded in the member. The preferred levels to be measured are level P4 (the lowest

level where the shortening from all the following load applications can be recorded)

and level 30 (the last rectangular level, above which the shape of plan becomes

triangular). Target members are basically selected as the same members for level

survey, i.e. seven members at level P4 and five members at level 30 which are lo-

cated on the right of gridline E.

Second, the development of the axial shortening of the Tower is to be surveyed at

every tenth level to the accuracy of ±1mm. Axial shortening markers are installed at

columns and core walls specified in the civil & structures drawing No. 901 and the

changes of the level are recorded until completion of the Tower. Considering the al-

lowable tolerances of construction at every level and the dormant survey errors,

the survey result generally does not accurately convey the predicted axial shorten-

ing but represents the general tendency of shortening development. Therefore, the

level survey is not deemed to be necessary at every level of concrete pouring as

provided in the client’s specification.

B. Foundation settlement, deflection of transfer beams, long span beams and

slabs, and verticality of the Tower – The settlement of the whole Tower is meas-

ured by surveying the main columns and core walls at level P4 as determined by

the ER. The surveyed results shall be compared with predicted foundation settle-

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ment values provided by Meinhardt on 24 MAR 2009 and combined with the result

of survey of axial shortening to present the total Tower movement in the vertical di-

rection. Deflections of transfer beams, long span beams and slabs are also meas-

ured until completion of the Tower construction as specified in the tender drawings.

The verticality of the Tower can be checked by measuring the orthogonal coordi-

nates of the survey columns and core walls when performing the survey for axial

shortening. The schedule and accuracy of the survey is the same as for the level

survey, i.e. at every tenth level to the accuracy of ±1mm.

C. Concrete tensile strain in the transfer beams and axial load in the temporary

props (struts) supporting the transfer beams – Vibrating wire strain gauges are

installed at transfer beams specified in the civil & structures drawings No. 901 to

903 to check the structural stability and safety during construction.

Stresses in the temporary props under the transfer beam (SV8) in the street level

are measured using attached/weld type of vibrating wire strain gauges (SM-5).

Load cells are provided at concourse level for calibration purposes. A correlation is

established between the data from strain gauges and load cells first, and the same

type of strain gauges shall be used to monitor other struts without load cells.

D. Remote data acquisition – Measured strains from vibrating wire strain gauges are

transmitted by wire and stored in the data logger (CR1000) set up in a specific lo-

cation safe and easy to access. The data in the data logger are then transmitted to

the main control computer in the site office for handling. For the initial stages of

construction where the site office is outside from the Tower, the logger data is wire-

lessly transmitted by Bluetooth serial adapter (Parani-SD1000). After the site office

moves into the Tower, the data logger and the control computer is wired for more

stable data transmission. The data logger can be automatically triggered or ma-

nually controlled by the control computer at the site office. All the wires from the in-

stalled strain gauges are first connected to multiplexer, which is connected to the

data logger by a single wire. As the construction of the core wall precedes that of

outer floor and columns, minimum of two multiplexers are needed if both the core

walls and columns are to be measured. See the diagram Figure 5 for the data flow.

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Figure 5 Data flow from sensor to remote computer

2.3.2 Instrumentation and monitoring equipments

A. Vibrating wire strain gauges

Composed of tensioned steel wire protected in a tube, end clamps and blocks,

electrical coil to vibrate the wire, and signal cable, the vibrating wire strain gauges

shall have a variation in the vibrating frequency if the end clamps are displaced in

relative manner. Since the frequency of the wire is varied in proportion to the

square root of the tension in the wire as follows, the strain developed in the wire is

proportion to the square of the frequency.

Two types of vibrating wire strain gauge are used to measure the strains in individ-

ual members. One is an embedment type (EM-5) and the other is a surface-mount

type. Both of them are manufactured by a Canadian company, ROCTEST TELE-

MAC, which has been providing vibrating wire and fiber optic solutions for geo-

technical application for more than 50 years. The main specifications of the strain

gauges are the same and listed below and detailed information can be found in

Appendix A.1 or at the following link:

http://www.roctest.com/index.php?module=CMS&id=75


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Range: 3,000 με

Resolution: 1 με

Operating Temperature: -20°C to +80°C

Thermistor: 3kΩ

Electrical Cable: IRC-41A

B. Data loggers and multiplexer

Two types of data loggers are used collect data from strain gauges. First, the

CR1000 from CAMPBELL SCIENTIFIC is used for continuous monitoring of the

strains. It provides precision measurement capabilities in a rugged, battery-

operated package. It consists of a measurement and control module and a wiring

panel. Standard operating range is -25°C to +50°C; an optional extended range of -

55°C to +85°C is available.

For initial data readout, MB-6T from ROCTEST TELEMAC is used. It is a portable,

battery operated readout unit designed to read data from vibrating wire gauges and

Thermistor.

Multiplexers are used to increases the number of sensors that can be measured by

a CR1000 data logger or there is a construction time gap between the installation

of more than two sets of strain gauges. They are very useful when sensors in-

stalled at different levels are to be monitored by a single data logger. The

AM16/32A sequentially multiplexes 16 groups of four lines (a total of 64 lines)

through four common (COM) terminals. Compatible sensors include Thermistor,

potentiometers, load cells, strain gauges, vibrating wires, water content reflectome-

ters, and gypsum soil moisture blocks.

Detailed information of the data loggers and multiplexer can be found in Appendix

A.1 or at the following links:

CR1000: http://www.campbellsci.com/cr1000-datalogger

MB-6T: http://www.roctest.com/index.php?module=CMS&id=73

AM16/32A: http://www.campbellsci.com/am16-32b

C. Wireless data transmission (Parani-SD1000) – The Parani-SD1000 is a Class1

type of Bluetooth serial adapter that supports 100 meters of wireless transmit-

http://www.campbellsci.com/cr1000-datalogger


http://www.campbellsci.com/am16-32b

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distance by default. The Parani-SD1000 has an extension option so that users can

extend the transmit distance up to 1000 meters using optional antennas. It sup-

ports Bluetooth v2.0+EDR specification. Parani-SD1000 has two battery-pack op-

tions, standard and extended battery pack. By these options, Parani-SD1000’s por-

tability is more enhanced. Detailed information can be found in Appendix A.1 or at

the following link:

http://www.sena.com/products/industrial_bluetooth/sd1000.php

D. Survey equipments

SURVEY21’s involvement in the previous South East Asia projects has placed the

company in an excellent position to determine the best instruments to be used in

controlling high-rise projects in the climatic conditions of Kuala Lumpur. The bench

marking of instruments to determine the accuracy of instruments when used in

such conditions has already been undertaken.

As a minimum we recommend that there be one high end Total Station Theodolite

to provide accurate control for the total site. This instrument shall maintain the inte-

grity of the total grid system and the primary control and shall also be used in some

of the monitoring procedures. High precision LEICA Total Station Theodolite and

digital levels are part of the equipment currently being used on the Burj Dubai

project site and shall be considered for this Project.

All instruments shall be capable of uploading and downloading coordinates into the

instrument and recording set out points within the instrument. The equipment has

been selected so that should one instrument require servicing or replacement due

to breakage or accidental damage, the survey program will not be affected.

The instrument recommended and purchased by JB & SURVEY21 to be used for

the primary control network, grid positioning and monitoring is the LEICA TCRA

1203. This is a robotic Total Station Theodolite with a 3” angular precision and a

repeatable accuracy distance measurement to a prism of 2mm.The instrument also

has the capacity to read objects without the use of reflectors to a range of over

400m and an accuracy of ±2mm. The Theodolite is fully programmable and in addi-

tion to its primary function of monitoring for building movement it shall be invalua-

ble in field checking control or elements to design positions and shall also be used

http://www.sena.com/products/industrial_bluetooth/sd1000.php

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in transferring the horizontal control up internally within the building “post construc-

tion” to establish the adjusted control for the Façade on the tower.

To control the grid transfers and plumb the tower and the lift cores the LEICA 1203

Total Station shall be used. This shall provide this project with the best outcome

and provide comprehensive survey set out and checking procedures emanating

from the software packages held within the instruments.

Followings is the equipment list used in the survey.

LEICA TCRA 1203 Total Station Theodolite is used for primary control

work and monitoring, providing results of a higher order than construction

tolerances and is suitable for the vast majority of work expected on this

project including lift core plumbing. For the technical specifications see the

Appendix A.1 or follow the link below:

http://www.leica-

geosystems.com/common/shared/downloads/inc/downloader.asp?id=2629

LEICA Digital Level DNA10 is used for height measurements with 0.9 mm

standard deviation per kilometer double leveling (invar staff). It provides

sub millimeter accuracy, reads automatically by scanning a bar code and

records results in a module. This instrument is sufficient for any predicted

primary control positioning and monitoring. The instrument is ideal for

foundation settlement monitoring surveys. For the technical specifications

see the Appendix A.1 or follow the link below:

http://leica.loyola.com/products/levels/dna.html

LEICA NA730 Level’s the most precise 30x telescopic magnification

meets the highest standards in construction, engineering and topographic

surveys. Level for secondary control transfers. This instrument shall be

used for all construction control where precise leveling is not required. For

the technical specifications see the Appendix A.1 or follow the link below:

http://www.leica-geosystems.com/corporate/en/lgs_4455.htm

http://www.leica-geosystems.com/common/shared/downloads/inc/downloader.asp?id=2629

http://www.leica-geosystems.com/common/shared/downloads/inc/downloader.asp?id=2629

http://leica.loyola.com/products/levels/dna.html


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LEICA GFZ3 Diagonal eyepiece for Total Station Theodolite used for

plumbing has approximately the same accuracy of ±0.3mm to 0.5mm in

100m as the LEICA ZL Plumit but with the advantage of multiple use for

vertical transfers and distance measurement and 30x magnification op-

posed to a 24x magnification for the ZL Plumit. This attachment to the

LEICA instruments serves duel purposes in that it enables surveyors to

provide control to elevated works and also provides the ability to accurate-

ly transfer horizontal control up the building. For detailed information follow

the link below:


2.3.3 Sensor locations – Refer to Table 4 and drawings in Appendix A.2 for location

and required number of sensors, data loggers, and multiplexers.

Table 4 Required sensors for measuring building movement

Level Axial shortening Tensile strain Temporary

prop load Total

Core Column Slab Beam Column

P4F 2 2

P3F 3 4 2 9

P2F 2 2

P1F 1 2 3

Concourse 2 2

Street 10 10

5F 12 1 13

6F 5 5

29F 2 3 8 13

30F 4 4

Total 5 7 1 39 1

10 63 12 41


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2.3.4 Sensor installation

2.3.4.1 General installation sequence for embedded vibrating wire strain gauge is as

follows: (refer to Figure 6 for detailed sensor location in the member)

a. Determine installation location and mark it clearly;

b. Install strain gauge using fixing jig, wire, and turnbuckle;

c. Measure initial data readout using portable data logger (MB-6T);

d. Extend gauge cable covered with protective pipe to the location where

automatic data logger (CR1000) shall be located; and

e. Connect gauge extension cable to the automatic data logger and start

unattended monitoring.

Figure 6 Installation of embedded vibrating wire strain gauge

Wier

Sensor(EM-5)

Detail "A"

Strain Gauge

Turnbuckle

Wire

Fixing Jig

Lead Cable

Fixing Jig

171

200

100

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2.3.4.2 General installation sequence for surface-mount vibrating wire strain gauge is

as follows: (refer to Figure 7Figure 6 for detailed sensor location in the member)

a. Determine installation location and mark it clearly;

b. Attach sensor fixing jig to the surface of member by welding;

c. Locate sensor to the installed sensor fixing jig;

d. Attach protection cover to the surface of member by welding;

e. Measure initial data readout using portable data logger (MB-6T);

f. Extend gauge cable covered with protective pipe to the location where

automatic data logger (CR1000) shall be located; and

g. Connect gauge extension cable to the automatic data logger and start

unattended monitoring.

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Figure 7 Installation of surface-mount vibrating wire strain gauge

2.3.4.3 Installation sequence of strain gauge during construction is explained in detail

in the following taking the installation sequence of strain gauge inside a core

wall and a column at level P3 for example.

a. Preinstall protective pipe inside formwork for core wall at level P4 before concreting

and make outlet at slab location of level P3;

132

Strain Gauge

Sensor fixing Jig

Protection Cover

Detail "A"

Sensor fixing Jig

Lead Cable

70

Welding

60Welding

60

Protection Cover

Sensor(SM-5)200

149

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b. Install rebar for core wall at level P3 and extend the protective pipe to the location

where the strain gauge is to be installed;

c. Install strain gauge and connect sensor cable to extension cable;

d. Lead the extension cable through the protective pipe to the slab at level P3;

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e. Install protective pipe and extension cable for column strain gauge and data logger

at level P3 after slab rebar is installed;

f. Enclosure for data logger is fixed at temporary angle after slab concrete is cast;

g. Install data logger and connect the extension cable for strain gauge inside core

wall to the data logger;

h. Start monitoring before concrete casting at core wall. Extreme caution is advised

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for concrete or vibrator not to damage the strain gauge;

i. Install column rebar and strain gauge, and connect the preinstalled extension cable

to sensor cable;

j. Connect the extension cable to data logger and start monitoring;

k. Install formwork for column and cast concrete. Extreme caution is advised for con-

crete or vibrator not to damage the strain gauge.

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2.3.4.4 Snapshots for installation of strain gauges and other monitoring system

Installed strain gauge Concrete pouring

Protective pipe installation Connect extension cable and data logger

System setting and automatic monitoring Data logger enclosure & temporary angle

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Outlets in core wall and slab connection Enclosure for multiplex

Installed multiplexer Installed wireless modem

2.3.5 Survey detail

2.3.5.1 Implementation strategy

The initial works for the project have been undertaken by others and prior to

major structural works under this stage of the project (construction) the hori-

zontal control provided by others shall be checked between themselves and

government-provided points. If there are any discrepancies in control a deci-

sion shall be made in relation to which control point should be finally adopted.

A full review of all survey control existing as of MAR 2009 shall be undertaken

and a primary survey control plan shall be prepared showing the external sur-

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vey points to be used for all future works.

In addition to the horizontal control, the vertical control shall be checked

against the datum’s provided by the government and a physical project datum

shall be established for use for all future works and checked against that cur-

rently in use (for in ground works).

The PRIMARY CONTROL (horizontal and vertical) shall be expanded and ad-

ditional coordinated points and level control points shall be established at sta-

ble points away from the construction zone and these points shall be used as

the basis for all future works for all stages of the project.

The critical activities requiring survey control shall be identified and survey

procedures examined and/or developed to adequately cover the project re-

quirements. Where technical issues are identified that require survey input, Mr.

Andrew Strachan (Director of SURVEY21) shall investigate the technical is-

sues and where appropriate develop method statements and or procedures to

cover these issues.

Regular survey monitoring results shall provide Meinhardt with up to date

movement of the structure and where necessary, the Meinhardt shall be able

to revise predictions and the survey shall modify procedures accordingly.

This method statement for survey has been developed taking into account all

the known factors available. However experience has shown that for some as-

pects of survey, the method statement should not be “fixed“: as the construc-

tion techniques or unforeseen site constraints force survey procedures to be

reviewed.

The specific items below describe the general principles for construction con-

trol that will be adopted to meet the demands of this challenging project.

2.3.5.2 Client-supplied information and checks

Surveys shall be undertaken to check the location of the points provided by the

client with regard to boundaries and grids. Additional control points provided by

others shall be checked and from this control survey a primary perimeter con-

trol network shall be adopted.

If in the course of the verification survey, points are discovered that are signifi-

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cantly different from those expected then the contractor shall be notified and

decisions made as to action to be applied. Where appropriate, design plans

used for set out shall be checked for mathematical correctness but because of

the volume of plans, the amount of checking shall generally concern the loca-

tion of grids and critical element set outs.

2.3.5.3 Extended primary horizontal control

Information obtained for the survey above shall be used as the basis for the

provision of extended primary control to the site. This primary control shall in-

clude but not be limited to seven external monitoring stations established on

stable concrete foundations that are not subject to long term settlement (on

piled structures).

The external points shall be established as control recovery points that shall be

used to replace secondary control on the project when and if required. Some of

the external primary control shall be prisms or reflective targets mounted on

adjacent buildings or structures and coordinated onto the project co-ordinate

system. This shall enable accurate primary control to be used directly for much

of the early construction phase.

2.3.5.4 Primary level control

The level control for the project is based on level values, provided by the au-

thorities to the project. A survey shall be undertaken to level between the

Tower’s control points and if it is discovered that there is a discrepancy be-

tween these points and the datum being used as of handover to DAEWOO on

site, then the contractor shall be notified and a decision made on the datum to

be adopted for all future works.

A control point shall be established at a stable column on an adjacent building

founded on piles at a distance of over 100m from the project and this datum

point shall be tied to the initial site datum described above. This point shall be

used for all initial works and shall be the known as the “Off Site Project Datum”

(OSPD) point. There shall also be a minimum of an additional seven Off Site

Datum’s established as redundancy points to the primary adopted point

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(OSPD). These additional external level datum points shall be established on

the adjacent piled buildings and these shall be connected to the OSPD using

precise leveling techniques. All points shall be monitored on a monthly basis

using precise leveling techniques to establish if there is any movement in the

primary level control. The frequency of this monitoring may be adjusted after

consideration of the results and any movement detected.

2.3.5.5 The Project Building Datum Point (BDP)

Once the lift core for the Tower has been established and the shutter systems

lifted above the raft, level control shall be transferred from the OSPD to a point

established at approximately 1000mm above the floor at level P4 on the base

of the Tower’s core. This datum point shall be used as basis for all future level

transfers to each floor of the Tower and as primary level point to monitor the

Tower’s rafts and the podium floor/columns for shortening and subsidence or

settlement and the Tower for differential movement. Precise leveling tech-

niques shall be adopted in the transfer and checking of the level from the

OSPD point to the BDP. It is noted that all building works shall relate to the

point established on the lift core (once established) and external OSPD point

shall be used only in relation to monitoring building settlement.

Figure 8 Level P4 plan showing location of Building Datum Point

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2.3.5.6 Foundation monitoring for settlement

In addition to monitoring the structure, the foundations of the Tower at level P4

shall be monitored at locations shown in Figure 9. The precise monitoring of

these foundation points on the Tower’s raft/core and on selected podium col-

umns around the Tower shall be undertaken on a monthly basis with the re-

sults provided in a schedule form.

The precise leveling shall originate from the OSPD external benchmark outside

the construction zone and shall also be connected to the construction bench-

mark on the core of the Tower. A precise digital level will be used to obtain

monitoring results to sub-millimeter accuracy and presented to ±1mm

Figure 9 Level P4 subsidence monitoring plan showing points to be monitored

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2.3.5.7 Axial shortening monitoring

The core datum shall be monitored on every fifth floor above level P4 on a

monthly basis. The monitoring shall be achieved by measuring the distance

between the building datum points on the Tower’s core at level P4 (see Figure

10) to the datum on street level, level 5, level 10 etc.

Two methods of monitoring core datum have been adopted by SURVEY21 on

high rise projects in the past and have proven to be very successful.

The first method involves measuring the distance between floors using an

EDM Total Station Theodolite reading vertically through penetrations and trans-

ferring the measured distance back to the lift core monitoring points using leve-

ling techniques.

In the second method, distances up the cores are determined by measurement

with a precise toughened calibrated stainless steel tape. A tape shall be pur-

chased and used for vertical transfer purpose only. Proper surveying measur-

ing techniques with the tape under tension and the temperature measured at

the time of the observations being taken into account shall be applied to all

measurements.

The building monitoring surveys shall be undertaken in conjunction with the

foundation monitoring surveys each month. The schedule in Figure 11

represents the number of surveys projected to be undertaken to monitor the lift

core positions (shortening) and to level the points established at level P4.

Figure 10 Typical lower level core monitoring points

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Figure 11 Schedule of survey to monitor core datum

Each month at the time the core monitoring surveys are being undertaken, the

surveys to each of the nominated floors (every fifth level) shall be undertaken

to determine if the level of the perimeter columns of the Tower have changed

relative to the datum on the lift core for each of these floors.

Figure 12 Axial shortening monitoring points at level 10 and typical upper level

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The results of these surveys shall be tabulated and provided to DAEWOO and

Meinhardt immediately after each survey. We recognize that as the building

proceeds some of the monitoring floors shall be lost due to occupation but the

results will provide good trend data.

2.3.5.8 Deflections

Deflections due to dead load and winds are predictions made by Meinhardt.

Surveys shall determine if the loads being applied are causing deflections

greater or less than predicted. If required monitoring of targeted elements shall

provide trends and real time movements. The documentation prepared shall be

structured in such a way that monitoring surveys would reflect the different

times that surveys were undertaken and the times and conditions to assist in

the analysis of results.

2.3.5.9 Slab, beam and transfer beam deflections

To determine if the floor slabs and perimeter beams deflect after pouring,

points shall be established along the perimeter beams at columns and mid

span points along the beams. The first nine plans (to Level 32 – see the next

pages) are client nominated points and the following plans are additional points

to be monitored.

In addition to the perimeter beams, points on the slab shall also be marked and

monitored to determine if there is any slab deflection or differential movement

between the slab and the perimeter beams and lift core.

The purpose of the survey shall be served by sampling the nominated floors as

shown on the plans on the next pages to provide typical floor segments.

The perimeter beams shall be monitored relative to the lift core datum on the

same floors where core and column monitoring is to take place and shall be in-

cluded in the monthly surveys to these floors (i.e. every fifth floor) but com-

mencing at level 10.

The slab deflection surveys shall be undertaken as follows:

1. On the day the floor is poured;

2. Immediately after back propping has been removed from the floor below;

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3. Three months after the pouring of the floor.

This survey shall be repeated on levels 10, 20, 30, 40 and 50. Transfer beams

shall be monitored on a monthly cycle to continue with the column and core

monitoring at the points shown on the plans below. The frequency of these

surveys shall be reviewed once a series of results have been obtained.

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2.3.5.10 Building verticality

The initial horizontal control transfers to each new slab shall position the con-

trol onto new concrete that shall be subject to (at a later date) lateral move-

ment due mainly to shrinkage and slab tensioning. The amount of movement

of these control points shall be monitored on every fifth level.

1. Initial survey to position control

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2. Re-establish (primary control) to the slab approximately six (6) weeks after

the initial survey using the optical instruments listed in this MS to establish

“adjusted control” for the curtain wall and measure the shift from the initial

transfer marks.

3. When establishing the next monitoring floor’s adjusted control, the survey

shall be extended to check the location of the monitoring floor below. For

example, when establishing the adjusted control of L15, the adjusted con-

trol on L10 shall be checked to see if there has been any further movement.

If further movement is detected then these surveys are repeated on a

monthly basis until no further movement is detected.

The results of these surveys shall be provided to the contractor during the

week following the survey.

2.3.5.11 Penetration investigation

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Architectural, structural and service plans have been reviewed and the best lo-

cations for penetration for slab control and core control have been determined.

The review was to avoid penetration passing through beams or clashing with

services. This review is still subject to further investigation. Subject to further

on site investigation the penetration positions are shown on the plan above.

2.3.5.12 As-built to boundary completion survey

After the footprint of the building has been completed at Ground floor and all of

the external finishes attached, a survey shall be undertaken by a licensed sur-

veyor to provide the consultant with a plan showing the relationship of the

building with the property boundaries. Original extended project recovery con-

trol points set up at the time of establishing the boundaries shall be used to re-

define the boundaries, grid lines and to locate the buildings perimeter footprint.

A plan shall be prepared in the results of the survey and this plan shall be certi-

fied by a licensed surveyor.

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2.4 Specialist Organization

A construction engineering team will be organized to perform the Work and support the

site operation regarding the Work. The team is composed of the following specialist or-

ganization (See appendix A.3 for members’ CVs):

2.4.1 DAEWOO Institute of Construction Technology (DICT)

Founded in 1983, DICT has continued to serve as an R&D center for DAEWOO E&C

and is currently a member of KOLAS (Korea Laboratory Accreditation Scheme). It has

conducted axial shortening prediction and compensation projects for more than 18

high-rise buildings including three oversee projects in Malaysia and Vietnam. DICT will

play a core roll in conducting the Work for the Tower: predicts the Tower’s movement,

takes corrective measures, conducts time-dependent material testing, and compares

data from field measurement with predicted values.

2.4.2 Shine Tech

It is a Korean company which has a specialty in geotechnical engineering, especially in

axial shortening measurement. The chief engineer, Chuljin Yoon, of Shine Tech has

conducted many engineering services relating to building and civil structure such as

bridges and dams. Shine Tech will take part in installing strain gauges, setting up and

maintaining data logger system, and providing the collected data to DICT and DAE-

WOO.

2.4.3 JB & SURVEY21 Joint Venture

Licensed surveyors appointed by DAEWOO. They will reside on the construction site to

continue to keep records of the Tower’s movement. Mr. Andrew Strachan (Director -

Engineering) of SURVEY21 is an acknowledged expert in the field of high-rise con-

struction and has developed and implemented many of the techniques used by the

company. He will oversee the implementation of the contract.

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2.5 Performance Target

DAEWOO is well aware of the fact that the levels stated on the drawings apply on the

completion of the Tower. The effects of the Tower’s movement will be taken into ac-

count by DAEWOO in accomplishing the performance target listed below and determin-

ing the appropriate corrective actions for construction. These targets are set by the

guidelines given in the client’s specification, relevant codes of practice, and DICT’s

previous experiences in conducting axial shortening projects.

2.5.1 Level: Vertical dimension between any two adjacent levels should not exceed

5mm or 0.05% of the vertical distance, whichever is the greater, with the provision that

the overall vertical tolerance for the Tower’s height does not exceed 2mm per level or

0.05% of the vertical distance, whichever is the smaller

2.5.2 Plumb: Vertically of any point on any survey location above the corresponding

point on the adjacent lower survey location should not exceed 3mm or 0.05% of the

vertical distance between the two points, whichever is the greater, with the provision

that the overall out of plumb over the total Tower’s height does not exceed 50mm.

2.5.3 Floor Flatness can be guided by the maximum permissible computed deflec-

tions of slab presented by Sec. 9.5.2.6 of ACI 318-08 (TABLE 9.5(b)), where, for roof or

floor construction supporting or attached to non-structural elements likely to be dam-

aged by large deflections, immediate deflection due to live load is limited to SPAN/360

and that part of total deflection occurring after attachment of non-structural elements

(sum of the long-term deflection due to all sustained loads and immediate deflection

due to any live load) is limited to SPAN/480.

2.5.4 Relative movement between the structure and non-structural services such as

façade and elevator rail will be calculated and informed to the subcontractors on time

for the required tolerance to be allowed.

2.5.5 Additional (locked-in) forces inevitably occur in the beams and slabs connect-

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ing two vertical structural members with different axial shortening amount. These forces

cannot be removed by compensation during construction but only be compensated by

design changes. The locked-in forces will be calculated at the construction stage anal-

ysis phase with appropriate corrective measures.

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3. DELIVERABLES

NAME MAIN CONTENTS TIME (INTERVAL)

Initial analysis report Results from one-column shortening analysis using C-SAP

Before the start of field measurement and survey

1st reanalysis report More accurate results from material testing and construction stage anal-ysis using ASAP

One month after the first material testing is com-pleted

2nd reanalysis report Verification and update of predicted movement by comparison with measured/surveyed value

At least three months af-ter the measurement has started

Final report Summary of movement development and corrective actions

At the end of construction

Material testing record Strain readouts of creep and shrin-kage test, and the results of nonli-near regression

Two weeks after each type (strength) of material testing is completed

Measurement record Strain readouts of vibrating wire strain gauges and comparison with theoretical values

At least three months af-ter the measurement has started and every month

Survey record Survey results and comparison with theoretical values

Two weeks after every survey has been carried out

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A.

A.1

A.2

A.3

APPENDICES

Technical Specification of Instrumentation and Monitoring Equipments

Sensor Installation Drawings

Curriculum Vitas for Specialty Organization