ADKAR Model of Change Management

An appropriate and popular method to follow the three steps of change considering the change management principles is given by the ADKAR Model

A– Awareness of the need for change

Make all level of staff aware why the upcoming change is needed. Change implemented to improve business operations, stay ahead of your competition, and/or increase the bottom line, is not only wise, but also necessary for success.

D – Desire to support and participate in the change

It is imperative that management encourage the desire of their employees to support and actively participate in the forthcoming change, regardless of the immediate appeal or flash of the new procedures or processes.

K – Knowledge of how to manage

Management must provide the training and education to its staff of the methods of changing to the new procedures, software, or organization. High levels of awareness and desire will often be useless without the necessary knowledge of how to change to accomplish the goals desired.

A – Ability to implement the change

Along with the knowledge of how to affect successful change, everyone involved needs to be given the specific training and information to achieve success in implementing the details of the change to be made.

 

R – Reinforcement to sustain a change  

 

Reinforce the new “habits” of the staff typically improves the success of the changes made

CHANGE MANAGEMENT

 

A simple definition of change management stands for a structure approach to change individuals, teams and organizations from a current stage to a desire future stage.


This subject has been studied for several years (example: 1951, Lewin) to help to increase  organizational effectiveness having as a result several management literature. Nowadays is extensively recognized that an essential and crucial challenging responsibility of an organizational leadership exists: to identify the need of change (Hayes, 2007)

 

“An early model of change developed by Kurt Lewin (1951) described change as a threestage process. The first stage he called "unfreezing". It involved overcoming inertia and dismantling the existing "mindset". Defence mechanisms have to be bypassed. In the second stage the change occurs. This is typically a period of confusion and transition. We are aware that the old ways are being challenged but we do not have a clear picture to replace them with yet. The third and final stage he called "freezing" (often called "refreezing" by others). The new mindset is crystallizing and one's comfort level is returning to previous levels.” (Hayes, 2007)

 

Hayes (2007) differs between two dimensions and four quadrants of change:

 

“In the first dimension incremental change is associated with those periods when the industry is in equilibrium and the focus for change is ‘doing things better’ through a process of continuous tinkering, adaption and modification. Transformational change occurs during periods of disequilibrium. It involves a break with the past, a step function change rather than an extrapolation of past patterns of change and development. It is based on new relationships and dynamics within the industry that may undermine core competencies, things differently rather than doing things better. It might even mean doing different things.

 

In the second dimension it is sometimes relatively easy to anticipate the need for change. For example, companies competing in markets where margins are being squeezed can anticipate the need to secure greater efficiencies or generate new income streams. There are, however, occasions when organisations are confronted with changes that are very difficult to anticipate – for example, the effects of the 9/11 events in New York City. Some organisations are much better in anticipating the need for change than others. They are proactive. They search out potential threats and opportunities and anticipat changes that they could initiate to gain competitive advantage. Other organisations are much more Reactive and act only when there is a clear and pressing need to respond.”

Whether the need is for incremental or transformational change, the earlier the need is recognised, the bigger the opportunity is for managers to decide how to manage it, having more reachable options. Combining the two dimensions of change discussed so far, Nadler et al. provides a useful typology of organisational change.

BUILDING INFORMATION MODELING (BIM)

DEFINITION

A digital representation of the physical and functional characteristics of a facility. As such, it serves as a shared knowledge resource for information about a facility forming a reliable basis for decisions during its life cycle from inception onward.”

Ref : National Institute of Standards and Technology, UK - 2004)

10 BIM BENEFITS

1. Better outcomes through Collaboration
2. Enhanced performance
3. Optimised solutions
4. Greater predictability
5. Faster project delivery
6. Reduced safety risk
7. Fits first time
8. Reduced waste
9. Whole life asset management
10. Continual improvement

Speech by former CEO of Coca-Cola (Bryan Dyson)

Imagine life as a game in which you are juggling some five balls in the air. They are Work, Family, Health, Friends and Spirit and you're keeping all of these in the air.

You will soon understand that work is a rubber ball. If you drop it, it will bounce back. But the other four Balls - Family, Health, Friends and Spirit are made of glass. If you drop one of these; they will be irrevocably scuffed. marked, nicked, damaged or even shattered. They will never be the same. You must understand that and strive for it."

Work efficiently during office hours and leave on time. Give the required time to your family, friends & have proper rest

Value has a value only if its value is valued

JOB MIX FORMULA PROCESS (PREMIX)

Upon receiving an approved mix design, the Resident Engineer shall forward it to the contractor and request the contractor propose a job-mix formula(JMF). The contractor will submit his proposed JMF to the Resident Engineer for review and approval. After reviewing the proposed JMF and making any necessary corrections, the Resident Engineer will establish the approved JMF and send it to the contractor. The Resident Engineer will also send copies the approved JMF to the SO and SO representative. When distributing the approved JMF, it is helpful to attach a copy of the approved mix design.

The first JMF should be JMF No.1. Sebsequent JMS's must be issued if there is a change in any item shown. Additional JMF's will be numbered with the next subsequent number (i.e, 2, 3, 4, 5,..). When a JMF has been distributed with typos and/or error, the corrected JMF will be a revised JMF. The JMF number will not change. However, a letter "R" will be added to the number (i.e, 1R, 2R, 3R,..). After JMF No. 1, any required changes and/or revision should be in bold for easy identification.

Contoh 1 : The Resident Engineer completed and distributed JMF No. 1 based on the approved mix design. However, recent test results indicate he needs to adjust the combined percent passing target and job-mix range for two sieves. The Resident Engineer will change the combined percent passing targets on the two sieves and adjust the job-mix range accordingly.
This job-mix will be JMF No.2

Contoh 2 : The Resident Engineer completed and distributed JMF No. 1 based on the approved mix design and later notices that it has the incorrect bitumen ratio. The Resident Engineer will revise the JMF to reflect the correct bitumen ratio and redistribute the JMF as JMF No 1R

Note : Every contract will have its own set of JMF No's. for each approved mix design

Prescribed Mix - Compliance Requirement

Production & Supply Concrete To Site

The Parameters used in the trial mix must be maintained during actual production & supply concrete to the site. Adjustment are allowed within Cl. 3.2.4

It is the responsibility of the Contractor to ensure the supplier produce and deliver to the site, concrete in compliance with the requirements of the specifications and providing information as required by SPK

However, for the smooth flowing of concrete works at the site, the following process of approval and verification shall be clarified and agreed upon between S.O and Contractor. (* Delete where applicable)

1. Batching Plant : The Contractor shall ensure his supplier permits access for the S.O to enter the premises periodically to inspect the production of concrete.

2. Delivery Note : The time of batching for all concrete delivered to site shall be noted. Maximum allowable duration is Two Hours (2 jam). Concrete must immediately be rejected after the expiry of this duration. ( Nota : Duration of 2 hours means the time between batching and completion of placing vibrated concrete)

3. Batching Record : For every load of concrete delivered to Site and shall be given to the Contractor and jointly verified for compliances by the S.O. *during delivery / at the end of the day's concreting / within 2 days

4. Workability : Verification of every load of concrete is by slump test. * truck driver / Contractor / S.O shall carry out the test and verified for placement or reject by * Contractor / S.O

5. Test Cubes : Prepared by * truck driver / Contractor / S.O. Record and markings by *truck driver / Contractor/S.O Must be cured and kept in curing bed constructed at/near S.O's site office. Testing at *supplier's lab / IKRAM / Independent lab. Testing witnessed, verified and recorded by *S.O, Contractor & Supplier / Contractor & Supplier / Supplier only. Test must be carried out at the 7th and 28th day.

6. Additional Cubes : For earlier removal of forms other than specified in Table 10 or for pre-stressed concrete before transfer. However, Cl 4.9 & 8.4 must be complied. Two cubes required from each sample (nota: The curing of the cube shall not followthe normal condition but to simulate the actual field condition and kept separately from the curing bed)

7. Rate of Sampling : Must comply with Cl 4.3. Three (3) cubes taken from each sample. One(1) tested for 7 day strength and Two(2) for 28 day strength. First day of concreting, twelve (12) cubes from four (4) samples must be taken regardless of volume for each grade of concrete.

8. Tempreture : Cl 5.6 shall be observed. For Cl. 5.5-c *plastic sheet / tarpaulin shall be used for cast in-situ slabs, prestressed slab, slab toppings, cast insitu beams and post tensioned beams.

9. Curing & Protection : Must start by final set time of concrete ie 600min. Method of curing is by *wet gunny sack / impermeable sheeting / continuous wetting of surface / membrane forming curing compound. Curing period shall not less than 5 days.

Trial Mix

Refer to Previous Table

Trial Mix must be witnessed and verified by the S.O and conforming with MS 26 and Cl. 3.2.3-Section D. Informations must be recorded using the relevant Borang SPK.

• If a current marging of 12 N/mm2 ia adopted. The Target Mean Strength = 52 N/mm2. The average 28-day strength from the nine (9) cubes obtained from the three (3) batches of concrete shall exceed (52-3.5) N/mm2 i.e 48.5N/mm2

• The S.O shall give the approval in writing

Trial Mix (Contoh Perkiraan)

1. Nilai purata konkrit, fm = 46.8 N/mm²

2. Jidar semasa(Current Margin) = 7.5 N/mm²

* Pensampelan dan prosedur ujian hendaklah berdasarkan kepada MS 26 atau BS1881

* Purata kekuatan konkrit berdasarkan kepada keputusan ujian mampatan bagi 9 kiub pada hari ke 28 > atau = gred + jidar semasa - 3.5 N/mm² (cl 3.2.3)

3. fm (campuran semasa) = 40 + 7.5 - 3.5 = 44.0 N/mm² < 46.8 N/mm²

4. Ujian ini berjaya dan kerja-kerja konkrit boleh diteruskan dengan syarat nisbah campuran dan bahan (materials) yang digunakan semasa bekalan ke tapak adalah sama dengan yang digunakan semasa "Trial mix" ini.

Concrete Mix (Current Margin)

Current Margin

The current margin of the proposed designed-mix must be supported by previous results of similar mix proportions and analysed for compliance with Cl. 3.2.1- Section D

1. Margin = 1.64 x s or not less than 3.75 N/mm2
   
   From the results of 100 separate batches produced within 12 months from the same plant for similar proportion of similar materials

2. Margin = 1.64 x s or not less than 7.5N/mm2
   
   From the results of 40 separate batches produced within 12 months from the same plant for similar proportion of similar materials.

Otherwise, the S.O shall decide that the current margin adopted is 12 N/mm2 and the adopted target mean strength shall be derived from this value until sufficient data are available to justify for lower current margin, but not less than 7.5 N/mm2.

Characteristic Strength of Concrete

It is the strength of material below which not more than 5% of the results are expected to fall. That is, at least 95% of the samples will have a strength more than the characteristic value.

Target Strength of Concrete

In order to ensure that the specified minimum strength at 28 days is attained in 95% of all test samples, the concrete mix must be proportioned to give a mean strength at 28 days exceeding the specified strength by 1.64 times the standard deviation.

Standard Deviation (SD)

Initially, the value of the standard deviation may be taken based on past data or experience or judgement and subsequently from the accumulated results of the test samples. The standard deviation must be recalculated from the test results obtained after any change in the source or quality of materials and the mix shall be adjusted as necessary to comply with the requirements.

The Standard Specifications for Building Works-1989 vs Standard Specification for Building Works-2005

Both specifications are entirely different when specifying concrete and its compliance requirements, causing confusions amongst designers and supervisors.

The Standard Specification for Building Works-2005 is in compliance with:

1. MS 523, (which is a total adoption of BS 5328), complies with the design requirements of BS 8110 whereas the Standard Specification for Building Works -1989 adopts MS 7.5 which was based on the design requirements of CP 114 and has long been withdrawn by SIRIM.

2. BS 6089, which specifies the acceptance criteria for testing of hardened concrete, especially when dealing with non-compliance whereas the Standard Specification for Building Works -1989 leaves the non-compliance issue to the discretion of the S.O or his Representatives.

3. Emphasize on the use of designed mix and allows provision for prescribed mix whereas Standard Specification for Building Works -1989 does not allow the use of designed mix unless prior approval is given by the S.O.

4. Two types of concrete mix allowed which are Designed Mix and Precribed mix

Concrete

What does 28 -day strength mean?

Answer:
Concrete hardens and gains strength as it hydrates. The hydration process continues over a long period of time. It happens rapidly at first and slows down as time goes by. To measure the ultimate strength of concrete would require a wait of several years. This would be impractical, so a time period of 28 days was selected by specification writing authorities as the age that all concrete should be tested. At this age, a substantial percentage of the hydration has taken place.

JKR Concrete Specification

TAHUN 2010

Selamat datang tahun 2010. Semoga tahun ini akan memberi kekuatan bagi blog ini meneruskan agenda yang terlewat pada tahun 2009.

Pada tahun 2010 ini, blog ini akan berusaha memperbanyakkan artikel mengenai keperluan bagi seorang Jurutera Awam/Struktur.

Komen saudara adalah dialu-alukan.

Sekian, Wassalam.

Asphalt vs Bitumen

RENUNGAN

INTEGRITI

TERIMA AMANAH

Sesungguhnya kami (Allah) telah menawarkan amanat kepada langit, bumi dan gunung-ganang, maka semuanya enggan untuk memikul amanat itu dan mereka khuatir akan mengkhianatinya. Maka dipikullah (diterimalah) amanat itu oleh manusia. (Ingatlah) sesungguhnya tabiat manusia itu amat zalim dan amat bodoh (suka melakukan perkara yang tidak wajar). (Al-Ahzab: 72)

JANGAN KHIANAT

Wahai orang-orang yang beriman! Janganlah kamu mengkhianati (amanah) Allah dan RasulNya, dan (janganlah) kamu mengkhianati amanah-amanah kamu, sedang kamu mengetahui (salahnya). (Al-Anfaal: 27)

PERLU PROFESIONALISMA

Dari Abu Hurairah RA Berkata: Rasullullah SAW bersabda, "Jika amanat disia-siakan, maka tunggulah kehancuran. Sahabat bertanya "Bagaimana menyia-nyiakannya ya Rasullullah?. Jawab Rasulullah SAW:" Jika urusan diserahkan kepada orang yang bukan ahlinya (tidak mahir/ tidak kompeten/tidak profesional/ tidak pakar) maka tunggulah kehancurannya.

PILE TESTING

Malaysia Practice (JKR/SPJ/1988 )

The pile can then be tested by one of two static load tests:

1. Maintained load test

2. Constant Rate of Penetration (CRP) test.

Maintained Load Test

The Maintained Load Test shall be carried out as follows:-

1. the full test load on pile shall be twice the design load noted on the Drawings and it shall be applied in twelve equal increments. At least two hours shall elapse between the addition of each load increment, i.e. until the rate of settlement is reduced to less than 0.25mm/hour and slowing down;



2. the full test load shall be maintained on the pile for at least 48 hours and settlements shall be recorded at intervals of not more than 12 hours. The test pile shall then be unloaded in four equal increments at one hour intervals until the full load is removed. Settlement readings shall be made immediately after and before every load increment is applied or removed.

Constant Rate of Penetration (CRP) Test

For each pile load test, three cycles of pile loading test at a constant rate of penetration shall be carried out to a full test load equal to twice the design load.

The rate of loading shall be such that a constant rate of penetration is maintained throughout the rest insofar as is practicable. The rate of movement of each pile to be tested shall be agreed upon with the S.O prior to the start of the test. At least twelve readings of settlements and their corresponding loads shall be made in the loading process.

After attaining a test load equal to twice the design load, the load shall gradually be released and at least four readings of settlement and their corresponding loads shall be made during the unloading process. The settlement obtained when the load has been completely released shall also be recorded. An interval of at least 15 minutes shall elapse before the next CRP test is commenced.

Interpretation of Test Results

The S.O's interpretation and conclusions on the test results shall be final. Unless otherwise specified, the pile so tested shall be deemed to have failed if:-

1. the residual settlement after removal of the test load exceeds 6.5mm; or

2. the total settlement under the Working Load exceeds 12.50mm; or

3. the total settlement under twice the Working Load exceeds 38.0mm. or 10% of pile diameter/width whichever is the lower value.

Hong Kong Practice

Maintained Load Test

At present, this is the most popular pile test used in Hong Kong. The equipment required for loading the pile is assembled across the top of the pile. The hydraulic jack and the load cell are placed on top of the pile. The ram of the jack is extended until the load cell touches the underside of the main RSJ of the loading frame. Equipment to measure pile settlement is then set up, and the zero reading s are noted.

Before carrying out the load test, the engineer will state the working load and the test load, and he will describe the different stages of loading in the test. Most specification give the test load as twice the working load. The test load is applied in increments of about 25 percent of the working load, until the working load is reached. Smaller increments are added thereafter until the specified limit is reached.

Loading tests are usually carried out in a cycle. Each stage of the loading test or increment of load is applied as smoothly and quickly as possible. Readings of load, time and settlement are taken when loading commences, and at intervals as the load increases. Each increment of load is allowed to remain until settlement has ceased. Similarly, unloading of each incremental load must not commence until recovery has ceased. In general, settlement or recovery is assumed to have ceased when the rate of movement is 0.25 mm per hour.

When the maximum test load is reached, the applied load is unload progressively to zero load. Measurements are recorded again during the unloading process.

Some specifications may require the load to be unloaded at intermediate stages, either progressively or in one operation. In such cases, the load is then re-applied either in increments or in one operation.

Most Hong Kong specifications require that after unloading, the maximum test load be applied again in one operation, and be maintained for a minimum period of 72 hours. It is the step unloaded to zero load.

Graphs of load against time, load against settlement, and settlement against time are then plotted. These graph s are used to determine if the pile has satisfied the requirements of the specification.

The pile is deemed to have failed the test if:

1. the total pile settlement > Z + D/120 + 4 mm

2. and residual pile settlement > D/120 + 4 mm
   
   
   where D = diameter of circular or least lateral nominal dimension of other piles in mm.
   Z = L (2P+Pt)/3AE mm
   
   P = test load ( kN )
   L = length of pile ( m )
   A = cross-section of pile ( m² )
   E = Young's modulus of elasticity of pile ( kN/m² ).
   Pt = resistance at the tip of the pile
   = 2APb( kN ) where
   
   Pb =safe bearing capacity of sub-soil strata at the tip of the pile ( kN/m² ). This can be calculated from the appropriate soil parameters obtained by site investigation.

Constant Rate of Penetration (CRP) Test

The equipment used in the constant rate of penetration (CRP) test is the same as that used in the maintained load test. However, the method of loading is different.

In the CRP test, the pile is made to penetrate the soil at a constant speed. This is achieved by increasing the applied force. The force applied to the head of the pile to maintain this constant rate of penetration varies and is measured continuously. As a result of the pile movement, the soil is stressed progressively until it fails in shear. When this occurs, the ultimate bearing capacity of the pile is reached.

Before the test is begun, the hydraulic jack and the load cell are inserted between the pile head and the reaction system. The jack is then operated to cause the pile to penetrate the soil at a uniform speed. Readings of time, penetrate rate and jacking force are made at convenient intervals. A penetration rate of about 0.75 mm/min. is a suitable choice for friction piles in clay, while a penetration rate of about 1.5 mm/min. is a suitable choice for end bearing piles in sand or gravel. However, the actual rate may vary depending on the pumping equipment available.

The test usually proceeds very rapidly and requires the services of several observers to take simultaneous readings.

As the test proceeds, a graph of force against penetration is made to determine when the ultimate bearing capacity is reached. Typical graphs for a friction pile and an end bearing pile are shown in the Fig. pt.9. and pt. 10. For a predominantly friction pile, the value of the force at the point A in Fig. pt. 9 represents the ultimate bearing capacity.

For a predominantly end bearing pile, the ultimate bearing capacity in most cases is taken as the force at which the penetration is equal to 10 percent of the base diameter of the pile. However, two factors that should be borne in mind are:

1. for a very long pile, the elastic shortening of the pile during the test may reach 10 percent of the base diameter: and



2. for a large pile, there may be difficulty in loading the pile to a settlement as great as 10 percent of its base diameter.

When either of the above two cases is encountered, the ultimate bearing capacity is usually estimated roughly from the load settlement curve.

Engineering Term

1. Buttress

Noun
i. a construction, usually of brick or stone, built to support a wall
ii. any support or prop

Verb
i. to support (a wall) with a buttress
ii. to support or sustain

2. Fatigue

Noun
the weakening of a material caused by repeated stress or movement

3. Borrow Pit

Noun
a pit created to provide earth that can be used as fill at another site

RC Deep Beam

What is RC Deep Beam ?

Deep beams are structural elements loaded as beams in which a significant amount of the load is transferred to the supports by a compression thrust joining the load and the reaction. As a result, the strain distribution is no longer considered linear, and the shear deformations become significant when compared to pure flexure.

Floor slabs under horizontal load, short span beams carrying heavy loads, and transfer girders are examples of deep beams.

RC deep beams have many useful applications in building structures such as transfer girders, wall footings, foundation pile caps, floor diaphragms, and shear walls.

EXAMPLE

RC deep beams, which fail with shear compression, are the structural members having a shear span (orange line(a)) to effective depth (black line(d)) ratio, a/d, not exceeding 1.

Balanced Cantilever

(Info From BBR Holdings)

With the cantilevering method, the superstructure of bridges is usually built from one or more piers by means of formwork carriers. Normally the structure advances from a short stub on top of a pier symmetrically in segments of about 3 m to 5 m length to the mid span or to an abutment, respectively (load balancing method).

The prestressing tendons are arranged according to the moment diagram of a cantilever, with a high concentration above the pier. Towards the mid span or the abutment the number of tendons gradually decreases.

The use of the cantilevering construction method, for medium and long span concrete bridges, is recommended especially where a scaffolding is difficult or impossible to erect as e.g., over deep valleys, wide rivers, traffic yards or in case of expensive foundation conditions for scaffolds.