TCVN 2737-1995-Loads and Effects

VIETNAM STANDARD TCVN 2737:1995

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Loads and Effects – Design standard

1. The scope of application

1.1. The standard stipulates loads and effects used for the design of construction,

foundation bed of house and projects.

1.2. The standard does not state loads and effects caused by railway traffic, road

traffic, wave, stream flow, goods loading and unloading, earthquake, storm,

temperature, a motive power of machinery and means of

transportation…However, those loads and effect are stipulated by the relevant

standards issued by the State.

1.3. A load is calculated and determined basing on the result of the real work-

observation during repairing.

1.4. Effects of the atmosphere is defined according to the standard climate-data for

the current construction design or according to the data from the head

department of hydrometeorology

1.5. Loads for the special and important projects is not included in the standard,

but defined by the authorized level.

1.6. To the industries with specific projects (such as traffic, irrigation, electricity,

post office…), basing on this standard; the specialty standard should be

determined accordingly.

2. Basic principle

2.1. General regulation

2.1.1 Loads generating during the process of usage, building and the process of

creating, maintaining and moving the structure as well must be determined

whenever designing house and projects

2.1.2 The standard quantities stated in this standard are basic characteristics of load.

The assumed load is determined by multiplying the standard load and the

reliable coefficient of load. This coefficient covers a disadvantageous error

which might be generated by load comparing with the standard value and

depends on the mentioned limitation status.

2.1.3 The assumed load is directly determined basing on the given-overload

probability in case of reasons and appropriate statistical data.

When there is concurrent effect from two or more temporary loads, the

calculation of structure and foundation bed under the first and second group of

limitation status must be done accordance with the most disadvantageous load

aggregate or their correlative inner force.


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The load aggregate is built up by the methods which have simultaneous effect

from different loads, including a possibility of change of load’s effect chart.

When the load aggregate or correlative inner force is calculated, it must be

multiplied the aggregate coefficient.

2.2 The reliable coefficient γ (excess-load coefficient)

2.2.1 When determining the reliable coefficient for calculation of structure and

foundation bed, we must refer to as follow:

2.2.1.1 When doing calculation of the intensity and stabilization, it refers to the article

3.2, 4.2.2, 4.3.3, 4.4.2, 5.8, 6.3, and 6.17.

2.2.1.2 When doing calculation of durability, refer 1. To the crane girder, observe the

instruction at article 5.16

2.2.1.3 When doing calculation basing on the deformation and transposition, take 1 if

the standard structure and foundation bed design don’t state any other data.

2.2.1.4 When doing calculation of the different limitation status which does not

mention at the article 2.2.1.1, 2.2.1.2, 2.2.1.3, we use the standard structure and

foundation bed design.

Note:

1) When determining the structure and foundation bed under load which is

generated by the stage of construction, the assumed value of load of wind will

be reduced 20%

2) When we calculate the intensity and stabilization impacted by collision

between a bridge crane/chain-bridge and chair, the reliable coefficient is

referred to 1 for all kinds of load.

2.3 Classification of loads

2.3.1 Loads are divided into two categories: frequent load and temporary load (long

term, short term and special ones – depending on how long it effects to)

2.3.2 The frequent load (standard and assumed load) is loads whose effect does not

change during the stage of construction and usage of works. The temporary

load is loads whose effect may not exist for a certain period of time during the

process of project construction and usage.

2.3.2 The frequent load consists of:

2.3.3.1 The mass of house parts and works, including mass of force-resistant structure

and covering structure

2.3.3.2 Mass and pressure of earth (occluding and banking earth), pressure generated

from mining


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Note: home-made or given strain in the structure and foundation bed design

must be considered during the calculation as the strain caused by the frequent

load.

2.3.4 The temporary load consists of:

2.3.4.1 Mass of temporary partition, mass of earth and prop-concrete beneath the

equipment.

2.3.4.2 Mass of fixed equipments: machines, motors, containers, conduit including

spare parts, pivot, partitions, conveyor belts, fixed lift including cable and

controlling set, mass of fluid and solid body in the equipments during usage.

2.3.4.3 Pressure of steam, fluid, in the containers and conduits during usage;

excessive pressure and loss of air pressure as ventilating the pits and others.

2.3.4.4 Load impacts on the floor, which is generated by material and equipment

platform in the room, cold storage, seed storage.

2.3.4.5 The effects of technological heat because the machine is placed fixedly.

2.3.4.6 Mass of layers of water on the water insulating roof.

2.3.4.7 Volume of layers of dust attaching to the structure.

2.3.4.8 Vertical loads from the bridge crane or suspension crane at the single span of

the house multiplied by the coefficient:

0.5 – for the bridge crane which operates lightly.

0.6 – for the bridge crane which operates hardly.

0.7 – for the bridge crane which operated very hardly.

2.3.4.9 Load on the floor of house, public house, production building and agricultural

building is mentioned at column 5 of the table 3.

2.3.4.10 Effect of foundation deformation is not included any earth structure change.

2.3.4.11 Effect due to humidity change, shrinkage and variation of material

2.3.5 The shortly temporary load consists of:

2.3.5.1 Mass of people, repairs, spare-parts, tools and assembly jig at the equipment-

maintain and fix area.

2.3.5.2 Load generated in process of manufacturing, transferring and doing

construction structure, in process of assembling and transferring the

equipments, including loads caused by mass of things and material kept in the

temporary store (excluding loads of selected area for the warehouse or for

material preservation), the temporary load of earth banking

2.3.5.3 Load generated from the machine during the staring, shutting down, transition

and testing stage, even change or replacement of equipment position.


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2.3.5.4 Load caused by movement of lifting equipments such as bridge crane,

suspension crane, trolley hoist, loading machine…during the time of

construction, usage; loads from loading and unloading goods at warehouse

and cold storage.

2.3.5.5 Load on the floor of house, public-house, production building and agricultural

building is mentioned at column 4 of the table 3.

2.3.5.6 Loads of wind

2.3.6 The special load consists of:

2.3.6.1 Load of earthquake

2.3.6.2 Load of explosion

2.3.6.3 Load of serious violation of technological process, temporarily broken

equipment

2.3.6.4 Effect of foundation deformation due to earth structure change (example: earth

deformation because of land sliding or subsiding); effect due to ground

deformation at cracked areas, mining area, “caxto” phenomenon.

2.4 The load aggregate

2.4.1 The load aggregate comprises a basic and special complex, depending on the

elements of mentioned load.

2.4.1.1 The basic load aggregate includes frequent loads, the short- and long- term

temporary loads.

2.4.1.2 The special load aggregate includes frequent loads, long- term temporary

loads, short-term temporary loads (might happen) and one of the special loads.

The special load aggregate caused by the explosion or the collision of means of

transportation against project’s parts does not cover short-term temporary loads

as the article 2.3.5

The special load aggregate of earthquake does not include load of wind.

The special load aggregate is used to determine the capability of fire-resistance

of the structure.

2.4.2 If the basic load aggregate has one temporary load, the whole value of the

temporary load is counted.

2.4.3 If the basic load aggregate has two and more temporary loads, the value of the

temporary or their correlative inner force must be multiplied by the aggregate’s

coefficient as follow:

2.4.3.1 To long/short-term temporary load, do with 0.9

2.4.3.2 When specific effect of each short-term temporary load to the inner force,

transposition of structure, foundation can be analyzed, the load with the most


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effect has no loss; the load with the second most effect will multiply by the

coefficient: 0.8 and the rest with 0.6

2.4.4 If the special load aggregate has one temporary load, the whole value of the

temporary load is counted.

2.4.5 To the special load aggregate with two and more temporary loads, value of the

special load is still kept as it is; the assumed value of the temporary load or

their correlative inner force is multiplied by the aggregate’s coefficient as

follow:

+ The long-term temporary load Ψ1 x 0.95

+ The short-term temporary load Ψ2 x 0.8

This will not be applied for the case which load is stated in the design standard

of projects at the earthquake areas or in the other standard of structure and

foundation design.

2.4.6 When we calculate structure and foundation bed under the intensity, stability

and the basic and special load aggregate which there are concurrent effect of at

least two temporary loads (long- or short-term), the assumed inner force is

suggested to use the instruction in the appendix A.

2.4.7 Determining the live load caused by equipments of the aggregate and other

loads is done according to standard of the machine’s foundation design or

standard of force-resistant structure of house and projects that the machine is

placed and generates the live load.

3. Mass of structure and earth

3.1 The standard load caused by mass of structure is determined the same as the

standard data and catalogue or dimension of projects and mass of material,

including the real humidity during construction, usage.

3.2 The reliable coefficient of load which is generated from mass of construction

structure and earth is stipulated in the table 1.

The table 1 – The reliable coefficient of load caused by mass of construction

structure and earth

Structures and Earth Reliable

coefficient

1. Steel

2. Concrete with mass of volume (over 1,600 kg/m3), ferro-

concrete, brick and stone, reinforced - steel/wood brick/stone.

3. Concrete with mass of volume (less 1,600kg/m3), partition

material, layers of plaster/complete coats(sheet, sheath, material

which can be rolled, covers, plaster…), depending on the

manufacturing condition:

- In the factory

1.05

1.1

1.2


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- At the work site

4. Earth

5. Banked earth

1.3

1.1

1.15

Note:

1) For the mass of structure and earth; when we do checking the ability of

resistance to tilting, if the result is reduced, which probably causes the function

of structure some disadvantages, the reliable coefficient is 0.9

2) When we determine load of earth affecting on projects, the influence of real

humidity, load of material in storage, equipments and means of transportation

that effect on earth must also be considered.

3) For steel structure; if strain by specific volume is 50% more than the common

strain, the coefficient is 1.1

4. Load of equipments, people and material, commodity at storage

4.1 This section mentions the standard value of load caused by people, animal,

equipments, goods, material and temporary partition which effect to the floor of

house, common house, and agricultural manufacturers.

The methods of load arrangement on floor are carried out with the condition that

it must be based on the designated conditions prior to construction and usage. If

those conditions data are not adequate at the stage of design, when determining

structure and foundation bed, it is suggested to consider methods of load

arrangement for each floor as follow:

4.1.1 There is no temporary load influencing on floor

4.1.2 Arranging each disadvantageous part of load on floor as structure and

foundation bed is counted

4.1.3 Fully arranging loads on floor by the given loads

When arranging each disadvantageous part of load, the total load on the floor

of the multi-storied house does not surpass the determined load, including the

coefficient ψn which is counted as the article 4.3.5 when fully load

arrangement.

4.2 Determining load of equipment and material at the warehouse.

Load of equipment, material, goods at warehouse and means of transportation

is defined under the mission design and must be referred to the most

disadvantageous cases. It is clearly stated as follow:

Diagrams of equipment arrangement, place where stores or temporarily puts

material and goods; Quantity and position of means of transportation on each

floor. The diagram must show clearly how the equipments and means of

transportation occupy; the dimension of material storage; probable movement


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of equipment during usage or space or re-arrangement of planes and other

load-set condition (equipment’s dimension, their distance).

4.2.2 Values of the standard load and the reliable coefficient follow up this standard’s

instruction. To the machine with a live load; the standard value, inertia force,

other necessary features is referred to the standard document which is used to

define a live load.

4.2.3 When the real load on floor is replaced by equivalent uniformly-distributed

loads, this equivalent load needs to be defined by specific calculation of each

components of floor (floor-sheet, the main girder, the extra girder). Doing

calculation based on the equivalent load must be guarantee that the force

resistance and hardness of structure must be the same as it is done with the real

load. The smallest equivalent uniformly-distributed load for industrial

manufacturer and warehouse is counted as follow: No less than 300daN/m3 for

the floor-sheet and the extra girder; No less than 200daN/m3 for the main

girder, column, and foundation.

4.2.4 Mass of equipment (even conduit) is defined accordance with the standard and

catalogue. To the equipment which is beyond the standard is defined

accordance with the machine’s history or the drawing.

4.2.4.1 The load of mass of equipment consists of mass of equipment or machine

(including wire, fixed–set devices and platform); mass of partition; mass of

devices which might be accompanied during as usage; mass of the heaviest

processed parts, transporting goods by the rated elevating capacity…

4.2.4.2 Load of equipment must be defined basing on their placement condition as

usage. It is suggested to prepare methods to avoid reinforcing the structure of

the force-resistance during equipment transportation, installation and usage.

4.2.4.3 When determining the different components, number of loading machine,

installing equipments with their concurrent present and the arrangement

diagram are counted as the function design.

4.2.4.4 The live effect of the vertical load caused by the loading machine or vehicles

is calculated by multiplying a static standard load and the live coefficient: 1.2.

4.2.3 The reliable coefficient of load caused by the mass of equipment is shown on

the table 2

Table 2 – The reliable coefficient of load by volume of equipment

Type of loads The reliable coefficient

1. Weight of the fixed equipment

2. Weight of the fixed equipment’s partition

3. Weight of the material remaining in the equipment,

container and pipe

1.05

1.2


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a) Liquid

b) Suspended matter

4. Load of loading and unloading machine’s and

vehicle’s volume

5. Load of material with water absorptive (cotton, cloth,

fiber, foam, foods…)

1.0

1.1

1.2

1.3

4.3 The uniformly-distributed load

4.3.1 The table 3 shows the standard load which is uniformly distributed on the floor

and staircase

Table 3 – The standard load uniformly distributed on floor and staircase

Standard load

(daN/m2) Type of room Type of house/projects

Full Long-

term

1. Bedroom

2. Kitchen, living

room, toilet,

bathroom,

Billiard room

3. Kitchen,

washing room

4. Office,

laboratory

5. Room of

boiler, room of

engine and fan..

including volume

a) Casting shop

b) Flat-likely house, Kindergarten, Nursery

school, boarding-school, country-seat, rest-

home, convalescent home…

a) Flat-likely house

b) Kindergarten, nursery school, school,

country-seat, rest-home, convalescent home,

hotel, hospital, prison, head office, factory

a) Flat-likely house,

b) Kindergarten, nursery school, school,

country-seat, rest-home, convalescent home,

hotel, hospital, prison, factory

Head office, school, hospital, bank, science

institute

Skyscraper, office, school, country-seat, rest-

home, convalescent home, hotel, hospital,

prison, science institute

200

150

150

200

150

300

200

750

70

30

30

70

130

100

100

750


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of machine

6. Reading-room

7. Restaurant

8. Conference

room, balling

room, waiting

room, audient

room, concert

room, gym, stand

9. Stage

10. Warehouse

11. Classroom

12. Workshop

13. Garret

14. Balcony and

a) With bookshelf

b) Without bookshelf

a) Food and drink

b) Exhibition, Display, Shop

a) With fixed seats

b) Without non-fixed seats

Load of 1 meter height of material at store:

a) store of book(book and document are put

closely

b) Store of book at library

c) Store of paper

d) Cold storage

School

a) Casting workshop

b) Vehicle repairing and maintenance workshop

with weight <=2500kg

c) Big room with machine and way

All kinds

a) Load evenly distributed to each band of 0.8

400

200

300

400

400

500

750

480/1m

240/1m

400/1m

500/1m

200

2000

500

400

70

400

140

70

100

140

140

180

270

480/1m

240/1m

400/1m

500/1m

70

70

-

-

-

140


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balcony’s

protruding part

15. Lobby, foyer,

staircase, room-

to-room corridor

16. Mezzanine

17. Breeding

farm

18. Usable flat

roof

19. Non-use roof

20. Station’s

floor and subway

station

meter width along the banister, balcony,

balcony’s protruding part

b) Load evenly distributed to whole balcony,

balcony’s protruding part is defined if it has

disadvantageous effect when referring to the

article a.

a) Bedroom, office, laboratory, kitchen,

washing room, toilet, technology room

b) Reading-room, restaurant, meeting room,

ballroom, waiting room, audience room,

concert room, gym, warehouse, balcony, and

balcony’s protruding part.

c) Stage

a) Small livestock

b) Big livestock

a) Part of flat roof which people can gather in

(connecting to work floor, hall, big rooms)

b) Part of flat roof used for relaxing

c) Others

a) Tiling, concreted-fiber roof, metal roof and

other, straw and lime ceiling, concreted ceiling

which is made and no one travels on, but only

repair doers (excluding electricity, water and

ventilation equipment)

b) Ferro-concrete flat and sloping roof, eaves,

concreted ceiling which is put together without

people traveling, but repair doers (excluding

electricity, water and ventilation equipment)

200

300

400

500

75

>=200

>=500

400

150

50

30

75

400

70

100

140

180

-

>=70

>=180

140

50

-

-

140


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21. Garage Road, up and down slope for car, coach and

light lorry with total weight: <= 2500kg

500 180

Note:

1) Load at the article 13, table 3 is defined for an area which is free of

machine and material.

2) Load at the article 14, table 3 is used for the force-resistant structure of

balcony, part of balcony. When we do calculating for structure of wall,

column, balcony’s and part of balcony’s foundation, load on balcony, part

of balcony is taken the same as load on the next-door main room and is

reduced accordance with the instruction of the article 4.2.5

3) Eaves or trough, whose function is the same as a bracket, is defined with

the vertical concentrated load which is placed at outside rim. The standard

value of the concentrated load is 75 daN/1 meter along the wall. To the

eaves or trough whose length along the wall is less than 1 meter, the

concentrated load is still 75 daN. The reliable coefficient of this

concentrated load is 1.3. After the concentrated load is defined, it must be

double-checked with the uniformly distributed load. The value of the

uniformly-distributed load follows up the article 19b of the table 9.

4) Value of long-term load for house and room stated in the article 12, 13, 16,

17, 18c and 19 in the table 3 is defined under technological design.

5) Value of load for breeding farm in the article 17, table 3 follows the

technological design.

4.3.2 Load caused by mass of temporary partition must be calculated basing on its

structure, position, features of leaning against floor and hanging to wall. When

we calculate load of other different parts, load can be referred to:

4.3.2.1 The real effect

4.3.2.2 As an other distributed-uniformly load. If so, this auxiliary load is define by a

calculation based on the anticipating partition arrangement diagram and it is

not less than 75 daN/m2.

4.3.3 The reliable coefficient for load evenly distributed on floor and staircase is 1.3 if

the standard load is less than 200 daN/m2; it is 1.2 if the standard load is more

than or equal to 200 daN/m2. The reliable coefficient for load of the temporary

partition follows the article 3.2

4.3.4 When we do calculation of load for the main girder, the auxiliary girder, floor-

plane, column and foundation bed, the full load in the table 3 is reduced as

follow:

4.3.4.1 to the room stated in the article 1, 2, 3, 4, 5 of table 3, it is multiplied by the

coefficient ψA1 (with A>A1 = 9m2)


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1Aψ = 0,4 + 1/

6,0

AA (1)

With: A – Area which is affected by load and its unit is square meter.

4.3.4.2 To the room stated in the article 6, 7, 8, 10, 12, 14 of the table 3, it is

multiplied by the coefficient ψA2 (with A > A2 = 36 m2)

2Aψ = 0,5 + 2/

5,0

AA (2)

Note:

1) When we do calculation for the wall which gets effect from load of floor, the

value of load gets reduction, depending on the influenced-A load area which

leans against the wall.

2) In the warehouse, garage and workshop, it is admitted there is a loss of load

accordance with the instruction of the equivalent process.

4.3.5 When determination of the longitudinal force to calculate the column, wall and

foundation which bear loads from two floors and more, the value of load in the

table 3 is reduced by multiplying a coefficient ψn:

4.3.5.1 to the room stated in the article 1, 2, 3, 4, 5 of table 3:

1nψ = 0,4 + n

A 4,01 −ψ (4)

4.3.5.2 to the room stated in the article 6, 7, 8, 10, 12, 14 of table 3

2nψ = 0,5 + n

A 5,02 −ψ (5)

With

ψA1, ψA2 are defined as the article 4.3.4

n – Number of floors placed load on the defined area is included during

determination of load.

Note: When we determine the moment of flexure inside the column and wall,

we need to consider a reduction mentioned in the article 4.3.4 – the main

girder and auxiliary girder leaning against those column and wall.

4.4 The concentrated load and load on the banister

4.4.1 All parts of floor, roof, staircase, balcony, part of balcony need to be checked

their endurability of the concentrated load, which is requested to vertically

place the components at a disadvantageous position and to place on the square

area which is not more than 10 cm (when there is no other temporary load).

If the function design does not stipulate value of the standard concentrated

loads which is higher, we can use:


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4.4.1.1 150 daN for the floor and staircase

4.4.1.2 100 daN for the floor of basement, roof, terrace and balcony

4.4.1.3 50 daN for the roof to which is reached through a staircase leaning against the

wall:

If the components includes a partial load which the equipment or vehicle

causes during construction and usage, we do not need to check it versus the

concentrated load as mentioned above.

4.4.2 The horizontal standard load effects to handrail, balcony, and part of balcony is:

4.4.2.1 30 daN/m for the house, nursery home, rest-home, convalescent home,

hospital and other heath centers.

4.4.2.2 150 dan/m for stand and gym

4.4.2.3 80 daN/m for house and room with special requirement

For the operation floor, the way at the top, out-rising roof which is for several

travelers, the concentrated horizontal standard load affecting on the handrail

and the wall is 30 daN (at any position as long as it is in the length of handrail)

if the function design does not ask for the higher load.

5. Load of Bridge crane and suspension crane

5.1 Load of bridge crane and suspension crane are defined accordance with their

operation as shown in the appendix B

5.2 The vertical standard load which effects through the wheel of the bridge crane to

the beam of “crane-way” and other necessary date for calculation follows up the

requirement of the state standard on bridge crane and suspension crane. To the

case which is beyond the standard, follow up the data in the machine’s history.

Note: The term “crane-way” means two crane girders, all beam of a suspension

crane (two for one span suspension crane and three for two span one…)

5.3 The horizontal standard load along the crane girder caused by a braking force of a

crane is 0.1 of the vertical standard load, which effects to the braked wheel of the

crane.

5.4 The horizontal standard load being perpendicular to the crane girder which is

caused by braking an electrical trolley, is 0.05 of the total rated elevating

capacity and mass of trolley for a crane with soft hook, is 0.1 of that total value

for a crane with hard hook.

This load is included when doing calculation for the house’s horizontal frames

and for the crane girder which is distributed evenly to all wheels of the crane at

one beam of the crane and can direct to in or out of the assumed span.

5.5 The horizontal standard load perpendicular to a crane girder which is caused by

the deviated electrical crane and “crane-way” which does not parallel (force of


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pushing) to each wheel of the crane is 0.1 of the vertical standard load effecting

to the wheel. This load is only included when the strength and stability of a crane

and its relationship to the columns in the houses which there is cranes with its

hard or very hard working status are counted. So, the load all effects on the beam

of crane girders as all wheels at the same side of crane can direct to in or out of

the assumed span. The load stated in the article 5.4 does not need to be

mentioned at the same time with force of pushing.

5.6 The horizontal load which is a force of pushing caused by braking a crane and

trolley, is placed at the position which there is a contact between the wheel of a

crane and a rail

5.7 The horizontal standard load along the crane girder caused by a collision between

a crane and a chair-block at the end rail is defined as the appendix C. This load is

included when the chair-block and its link to a crane girder are calculated.

5.8 The reliable coefficient for the load of crane is 1.1.

Note:

1) When we do calculation of durability of a bridge crane’s beam, which is

effected locally and lively by the vertical concentrated load at each wheel of

the bridge crane, the standard value of this load is multiplied by the auxiliary

coefficient γ as follow:

1.6 – for the bridge crane which works very hardly and has a hard hook

1.4 – For the bridge crane which works very hardly and has a hard

hook

1.3 – for the bridge crane which works hardly

1.1 – for the rest of the bridge crane

2) When we check the local stability of the bridge crane’s abdominal beam, γ1=1.1

5.9 When we calculate durability and stability of bridge crane’s beam and their link

to the force-resistance structure:

5.9.1 The vertical assumed load caused by bridge cranes must be multiplied by the

live coefficient:

- When column’s span is not more than 12m:

1.2 – for the bridge crane which works very hard

1.1 – for the bridge crane which works averagely, hard and the same as

the suspension crane does.

- When column’s span is more than 12m:

1.1 – for the bridge crane which works very hard

5.9.2 The horizontal assumed load of the bridge crane must be multiplied by the live

coefficient = 1.1 for the bridge crane which works very hard.


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5.9.3 The live coefficient is 1 for other cases.

5.9.4 When we define the durability of structure, the sagging of a bridge crane’s

beam, the transpose of column and the local effect of the vertical concentrated

load to each wheel, the coefficient does not need to be considered.

5.10 When we define the durability and stability of a bridge crane’s beam, we need to

consider the vertical load caused by two bridge cranes or suspension cranes

and their disadvantage effect.

5.11 To define the durability, stability of frame, column, floor and foundation of

house which has bridge crane with several spans (There is only storey at every

span), the vertical load caused by two bridge cranes with disadvantage effect

on each crane-way. When we calculate a combination of bridge cranes at

different spans, we must consider the vertical load which the four bridge cranes

cause the most disadvantageously.

5.12 To define the durability and stability of frame, column, rafter, rafter supporting

structure, floor and foundation bed of house in which the hoist is placed at one

or several spans, the vertical load caused by two bridge cranes with

disadvantage effect must be considered to each crane-way. When we calculate

a combination of suspension cranes at different spans, the vertical load must be

taken:

- For two suspension cranes: to column, steel frame-supporting structure, floor

and foundation of outside marginal row when there are two crane-ways in a

span

- For 4 suspension cranes:

+ To column, rafter supporting structure, floor and foundation of middle

row

+ To column, rafter supporting structure, floor and foundation of

marginal row when there are three crane-ways in a span.

+ To steel frame-supporting structure when there are two or three crane-

ways in a span.

5.13 The said number of cranes which is used to calculate the durability, stability

caused by the vertical and horizontal load of the cranes when arranging 2 or 3

crane-ways in one span, when the hoist and crane travel at the same span or

when using suspension cranes to transfer goods from this crane to others, must

be based on the function design.

5.14 When doing calculation the durability and stability of the mobile bridge girder,

column, frame, rafter, rafter supporting structure, floor and foundation bed,

determination of the horizontal load needs to be mentioned to the most

disadvantageous effect of not over two cranes at the same crane-way or at the


300

different one, but in the same line. So, we only mention a load (vertical or

horizontal) for each crane,

5.15 When we determine vertical sag, horizontal sag of the bridge girder and

horizontal transposition of column, we only define the effect of one most

disadvantageous crane.

5.16 When doing calculation basing on one bridge crane, the vertical and horizontal

loads, it is suggested to entirely be counted, no reduction. With two bridge

cranes, that load must be multiplied by the aggregate coefficient:

nth = 0.85 for the bridge crane which works lightly or averagely.

nth = 0.95 for the bridge crane which works hard and very hard

When doing calculation for 4 bridge cranes, the load caused by them must be

multiplied by the aggregate coefficient:

nth = 0.7 for the bridge crane which works few and averagely.

nth = 0.8 for the bridge crane which works hard and very hard

5.17 If there is one bridge crane working in one crane-way while the second one

does not during usage of project, the only load of the bridge crane is

considered.

5.18 When we define the fatigues strength of the bridge crane’s beam and their

relationship to the force-resistant structure, reduction of standard load needs to

be taken as the article 2.3.4.8. When we check a fatigues of beam’s abdomen at

the area where the vertical concentrated load effects to at one wheel of bridge

crane, the standard reduced value of a wheel’s vertical pressure needs to be

increased by multiplying the coefficient as noted in the article 5.8.

The bridge crane’s operation mode is decided by the design standard when

fatigue strength of structure is calculated.

6. Load of wind

6.1 Load of wind on projects consists of such elements as: pressure of normal (We),

frictional force (Wf) and pressure of normal (Wi). Load of wind on projects is

also considered as two elements – pressure of normal Wx and Wy.

6.1.1 Pressure of normal (We) on the exterior surface of projects and other

components’ structure.

6.1.2 The frictional force (Wf) has a tangency of exterior of the project and is in ratio

to an area of a flat-plan (for the saw-tooth roof, corrogate roof and roof with a

lantern or in ratio to a vertical plan (to the wall with part of balcony and other

same structure).

6.1.3 Pressure of normal Wf effects to the interior of walled – unclose house or house

with doorway whose door closes and opens occasionally or often opens


301

6.1.4 Pressure of normal Wx, Wy is defined basing on the resistibility plane of the

work under the direction of the axis X, Y. The work’s resistibility plane is a

projection of the work into the planes which are perpendicular to the

corresponding axis.

6.2 Load of wind includes two elements: static and live elements:

When we determine pressure of interior (Wf) as well as when we do calculation

for the multi-stories house whose height is less than 40m and a one story

industrial house whose height is less than 36m with a height ratio in a small

span which is less that 1.5 and built at the area of A, B, the live element of load

of wind does not need to be considered.

6.3 The static element’s standard value of wind load (W) at the height (Z) versus

the standard is determined as the formula:

W = W o x k x c (5)

With:

Wo – value of pressure of wind is referred to the appendix D, article 6.4

k – The coefficient for a change of wind pressure basing on the height which is

referred to table 5

c – The pneumatic coefficient is referred to table 6

The reliable coefficient of load of wind (γ) is 1.2

6.4 Value of wind pressure (Wo) in the table 4

The appendix D shows the zoning of pressure of wind in Vietnam. The bold

interruptive lines is a border of the zone which is considered to be impacted by

storm lightly or heavily (accompanying with zone code is a sign of A or B)

The appendix E shows zoning of pressure of wind according to geographic

name.

The appendix F shows value of wind pressure with different supposed usage

time for different projects defined by the meteorological observation station in

mountain and island zone.

Table 4 – Value of wind pressure in the zoning map of wind pressure in Vietnam

Wind pressure zones in the map I II III IV V

Wo (daN/m2) 65 95 125 155 185

6.4.1 To the zone which is defined to be impacted by storm lightly (appendix D),

pressure of wind (Wo) is reduced 10 daN/m2 for the zone 1-A, 12daN/m

2 for

the zone II-A and 15 daN/m2 for the zone III-A.


302

6.4.2 To the zone I, the value of wind pressure (Wo) is referred to the table 4, which is

used for house and project which are built at the mountain, hill, plain and

valley area

Other complicated area refer to the article 6.4.4

6.4.3 House and projects which are built at the mountain and island area with the

same height, terrain and at the meteorological observation station in the

appendix F, value of wind pressure calculated accordance with different

supposed usage time is taken under independent numeric value of this station

(table F1 and F2, appendix F)

6.4.4 House and project which are built at the complicated terrain (ravine, between

two parallel mountain ranges, mountain pass’s gates…), value of wind pressure

is used from the data of the meteorological observation station or the observed-

site result which is processed, including experience of project usage. So, the

value of pressure of wind (Wo(daN/m2) is defined as the formula:

W o = 0,0613 x V2

o (6)

With: V0 – speed of wind at the 10 meter height versus the standard (average

speed of 3 seconds surpass the standard one time for 20 years) is tantamount to

the terrain of B and Its unit is meter/second.

6.5 Value of the coefficient (k) which mentions change of pressure of wind based on

the height versus standard point and type of terrain refers to the table 5.

The terrain of A is a desolate one which has no or very few of high obstacles

which are not over 1.5 meter (airy beach, river, big lake, field of salt, field

without high trees…).

The terrain of B is a quite desolate one which has some scattered high obstacles,

which are not over 10 meters (suburb with a few houses, town, village, thin

forest or planted-newly forest, thinly planted area…)

The terrain of C is a thickly-obstacle one, has thick –set obstacles whose height

is from 10 meters onwards (in city, thick forest…)

What type of terrains the project is determined to belongs to if that terrain’s

nature does not change within a distance of 30h with h ≤60 meters and 2km with

h >60 meters, which is defined from wind facing plane of project (h is a height

of project)

Table 5 – the coefficient (k) on the change of wind-pressure versus the height and

terrain.

Type of terrain

Altitude Z, m A B C

3 1.00 0.80 0.47

5 1.07 0.88 0.54


303

10 1.18 1.00 0.66

15 1.24 1.08 0.74

20 1.29 1.13 0.80

30 1.37 1.22 0.89

40 1.43 1.28 0.97

50 1.47 1.34 1.03

60 1.51 1.38 1.08

80 1.57 1.45 1.18

100 1.62 1.51 1.25

150 1.72 1.63 1.40

200 1.79 1.71 1.52

250 1.84 1.78 1.62

300 1.84 1.84 1.70

350 1.84 1.84 1.78

≥400 1.84 1.84 1.84

Note:

1) For the average height, the coefficient (k) is defined by interpolating linearly

the value of table 5.

2) When we determine load of wind for a certain project, different direction of

wind may have different terrains.

6.6 When the ground around the house and project is not flat, the standard point to

define height is determined as the appendix G.

6.7 Diagram of wind-load distribution on house, project or components and

pneumatic coefficient are defined as the instruction of table 6. The intermediate

value can be defined by a linear interpolation.

The arrow in the table 6 shows a direction of wind to house, project or segments. The

pneumatic coefficient is defined as follow:

6.7.1 To the individual faces or points of house and project, it is applied as the

pressure coefficient stated (from the diagram 1 to 33 of table 6).

The positive value of the pneumatic coefficient indicates that the direction of

wind-pressure goes into surfaces of project. The negative one goes out of the

project.

6.7.2 To the structures and components (in the diagram 34 to 43 of table 6); we use

the frontispiece drag coefficient cx and cy when we define an object’s general


304

resistant elements whose effects perpendicular to the wind way and correspond

the object’s projection area to the wind perpendicular plane; we use the lifting

coefficient cz when we determine the vertical elements of the object’s general

drag which is corresponding the object’s projection area to horizontal plane.

6.7.3 To the structure whose face meets wind at an angle of α versus a direction of

wind, it is counted the same as a coefficient (cn and ct) when we determine the

general obstacle elements of objects based on their axis direction and their area

of wind-met surfaces.

To the cases which have not included in the table 6 yet (other houses and

projects with the different direction of wind, the general obstacle elements of

objection with different directions), the pneumatic coefficient is followed to the

experimental data or specific instructions.

6.8 To the house and project with an open frame (window, door, ventilator, heaven’s

gate stated from the diagram 2 to 26 are distributed uniformly over the perimeter

or to the house with the fibre-cement wall and material through which the air can

go (not depend on the embrasures’ presence); when doing calculation of

structure of external wall, column, wind beam, glass transombar, value of the

pneumatic coefficient for the external wall is:

C = +1 with positive pressure

C = - 0.8 with negative pressure

The assumed load of wind for the internal wall is 0.4xWo; the load for the light

partition whose weight is not over 100 daN/m3

is 0.2xWo (but not less than

10daN/m3)

6.9 When doing calculation for the horizontal frame of the house whose lantern

directs longitudinally or is at the zenith with a > 4h (diagram 9, 10, 25, table 6),

load of wind which effects to the windward or leeward columns, frames as well

as the horizontal elements which load of wind impacts on the lantern is

considered.

To the house with saw-tooth roof (diagram 24, table 6) or with the lantern at the

zenith with a ≤ 4h, the frictional force (Wf) which replaces elements of

horizontal force and impacts on the second and more windward lantern is must

be counted. The frictional force (Wf) is defined as the formula:

W f = W o x c f x k x S (7) With:

Wo – wind pressure seen in the table 4, unit is daN/m2

cf - the frictional coefficient given in the table 6

k – the coefficient as the table 5

S – the flat projection area (for saw-tooth roof, corrugated roof or roof with

lantern) or the vertical projection area (for the wall with balcony’s part and the

same structure). Unit is m2.


305

Drawing of house, projects,

components and diagram of load of

wind

Instruction for determination of the coefficient of motive air Remarks

1.

a) The vertical planes:

- Facing with the wind

- sheltered from the wind

b) The vertical planes or the sloping

plane with an angle of 15o inside the

house of many lanterns or inside the

house with many different

complicated surfaces (if there is not

included in the equivalent diagram in

this table)

- A marginal or middle surface

emerging:

Facing with wind

Sheltered from the wind

- Other middle surfaces:

Facing with the wind

Sheltered from the wind

C = +0.8

C = - 0.6

C = +0.7

C = -0.6

C = -0.5

C = -0.5


306

2. The house with a saddle roof

3. The house with a closed saddle

roof capsizing close to the ground

h1/l Coefficient degree

0 0.5 1 ≥2

Ce1 0

20

40

60

0

+0.2

+0.4

+0.8

-0.6

-0.4

+0.3

+0.8

-0.7

-0.7

-0.2

+0.8

-0.8

-0.8

-0.4

+0.8

Ce2 ≤60 -0.4 -0.4 -0.5 -0.8

b/l Value of ce3 as h1/l is

≤0.5 1 ≥2

≤1

≥2

-0.4

-0.5

-0.5

-0.6

-0.6

-0.6

α 0o 30o ≥60o

Ce1 0 +0.2 +0.8

- When wind blows to

gable, planes of roof

refers to ce = -0.7

- When we define the

coefficient (v) as the

article 6.15, h = h1 + 0.2

x l x tgα


307

4. The dome closed roof capsizing

close to the ground

f/l Ce1

0.1

0.2

0.5

+0.1

+0.2

+0.6

5. A dome or arch-likely roof (a bow-

likely shape)

6. The close house with a shed roof

Coefficient h1/l f/l

0.1 0.2 0.3 0.4 0.5

Ce1 0

0.2

≥

+0.1

-0.2

-0.8

+0.2

-0.1

-0.7

+0.4

+0.2

-0.3

+0.6

+0.5

+0.3

+0.7

+0.7

+0.7

Ce2 -0.8 -0.9 -1 -1.1 -1.2

α Ce1

≤15o

30o

≥60o

-0.6

0

+0.8

When determination of

the coefficient (v) as the

article 6.15, h = h1 + 0.7.f

7. The close house with semi-roof

h1/h2 Co

- When b1 ≤ b2 and 0 ≤ β ≤ 30

o, co is applied as


308

1.2

1.4

1.6

1.8

2.0

2.5

3.0

≥4.0

-0.5

-0.3

-0.1

10

+0.2

+0.4

+0.6

+0.8

this table.

- When b1 > b2, Co

follows the diagram 2

- Value of Ce1, Ce2, Ce3

refers to the diagram 2

8. The one span house with the

lantern along the length of the house

- Value of Ce1, Ce3 follow the diagram 2

- The pneumatic coefficient for surfaces of lantern is -0.6

- The pneumatic coefficient for a windward surface of lantern at

an angle of less than 20o is -0.8

- When we calculate the

vertical frame for house

with a lantern as the

diagram 8 and with a gate

valve, the total pneumatic

coefficient on the lantern

and gate valve is 1.4

- When determining the

coefficient v as the article

6.15, h = h1

9. House with many spans and a

lantern along the length of the house

- Refer to the pneumatic coefficient of the diagram 8

- If the house is in the section AB, Its coefficient ce uses the

same as the diagram 8.

- To the lantern in the section BC when λ ≤ 2, Cx = 0.2

When 2 ≤ λ ≤ 8, cx = 0.1λ

- To the windward wall,

the leeward wall and any

walls, the pneumatic

coefficient is determined

as the diagram 2

- When we define the


309

When λ > 8, Cx = 0.8

When λ a/(h1 – h2)

- To the rest, Ce = -0.5

coefficient (v) based on

the article 6.15, h = h1

10. Houses with many spans, a

lantern along the length of house and

oblique height

- Refer to the instruction of coefficient in the diagram 8.

- The coefficient C”e1, C

’e1, Ce2 is seen the same as the diagram 2

when we determine Ce2 basing on h1 (the height of windward

wall)

- To the section AB, the coefficient Ce is determined the same as

the section BC in the diagram 9 when the height of a lantern is

(h1 –h2)

Refer to the notes in the

diagram 9.

11. The close house with two bays, a

saddle roof

- The coefficient Ce1 follows as the diagram 2


saddle roof and different height.

- The coefficient Ce1 follows as the diagram 2


310

13. The close house with three bays,

saddle roof and different height

- The coefficient follows as the diagram 2

- The coefficient is counted as follow: Ce2 = 0.6 x (1 – h1/h). If

h1>h, Ce2 = -0.6

14. The close house with a lantern

and one half-roofed area

The pneumatic coefficient is referred to the next diagram

15. The house with a lantern and two

half-roofed areas



311

16. The close house with three bays

and a lantern at middle of and along

the house

- The coefficient Ce1 follows the diagram 2

- The coefficient Ce2 follows: Ce2 = 0.6 x (1 – 2h1/h)

If h1 > h, Ce2 = - 0.6

17. The close house with two bays

and a lantern along the house

The coefficient is counted as follow:

When a ≤ 4h, Ce1 = +0.2

When a > 4h, Ce1 = +0.6

18. The close house with bulkhead

wall and saddle roof


19. The close house with a dome and

subterranean lantern



312

20. The close house with a dome, two

bays and subterranean lantern


21. The close house with one bay, a

lantern and gate valve



lanterm and gate valve


23. The close house with the light The coefficient is counted as follow:


313

corrugated or wrinkly roof

- If f/b ≤ 0.25, refer to the diagram 2

- If f/b > 0.25, refer to the diagram 9

24. The house with saw-tooth roof

- The coefficient Ce1 and Ce2 are referred as the diagram 2

- The frictional force Wf is counted for the case which the

direction of wind goes with the arrow’s direction as well as is

perpendicular to the drawing’s plane

- The frictional force

which is as the same

direction of wind, Cf =

0.04

- Refer to the note of the

diagram 9

25. The house with zenith - The coefficient Ce1 and Ce3 is referred to the diagram 2

- The frictional force is counted as the diagram 24

- Refer to the note of the

diagram 9


314

26. The close house with many

complicated bays

The coefficient Ce1 is counted as follow:

When a ≤ 4h, ce1 = +0.2

When a > 4h, Ce1 = +0.6

27. The house with one open surface

(open partly or completely)

µ is called wind-osmoses of the wall. It is defined by ration

between the open door’ area and the area of the wall.

- When µ ≤ 5%, ci1 = Ci2 = ±0.2 (depending on the windward or

leeward)

- When µ ≥ 30%, Ci1 – Ce3, defined as the diagram 2 and ci2 =

+0.8

- The case which the house has one completely open surface, it is

referred the same as when µ ≥ 30%

- The coefficient Ce

follows the diagram 2

- To the close house; Ci =

0. To the houses stated in

the article 6.1.2, the

standard value of external

pressure on the light

partition (when their

surface density is less

than 100kg/m2)is 0.2Wo,

but the density is not less


315

than 10kg/m2.

- To each wall, the sign

“+” or “-“of Ci1 when µ

≤5% is defined from the

experimental condition of

the most disadvantageous

load methods.

28. The house with two opposite

open surfaces

- The coefficient Ce1, Ce2 and Ce3 follows as the diagram 2

29. The house with three open faces - The coefficient Ce1, Ce2 and Ce3 follows the diagram 2.

- The coefficient Ce4 to the wind-met face is +0.8 and to the

wind-hidden face is Ce3


316

30. The house with many terraces

- To the horizontal or

incline roof’s parts (α <

15o), the pneumatic

coefficient at the height h1

and h2 is referred the same

as the one of the vertical

roof’s part.

- When l1 > h1, length of

the section turning into

negative pressure is h1/2.

- The pneumatic

coefficient for the

concavity of house (in the

length a) which parallels

to the wind is considered


317

the same as the windward

face.

- When b > a the length of

the section turning into

negative pressure is a/2

31. Eaves

Type of

diagram

Α

(degree) Ce1 Ce2 Ce3 Ce4

I

10

20

30

0.5

1.1

2.1

-1.3

0

0.9

-1.1

0

0.6

0

-0.4

0

II

10

20

30

0

1.5

2

-1.1

0.5

0.8

-1.5

0

0.4

0

0

0.4

III

10

20

30

1.4

1.8

2.2

0.4

0.5

0.6

IV

10

20

30

1.3

1.4

1.6

0.2

0.3

0.4

- The value of the

coefficient Ce1, Ce2, Ce3,

ce4 is used to calculate

the total pressure on and

beneath the eaves.

- To the negative value of

Ce1, Ce2, Ce3, Ce4; the

direction of pressure in

the diagram will be in the

reverse direction.

- To the corrugated roof,

if the wind goes along the

roof, it is included the

frictional force (Wf) with

Cf = 0.04

32. Globe

β(degree) 0 15 30 45 60 75 90

Ce +0.1 +0.8 +0.4 -0.2 -0.8 -1.2 -1.25

β(degree) 105 120 135 150 175 180


318

ce -1.0 -0.6 -0.2 +0.2 +0.3 +0.4

Cx = 1.3 as Re < 105

Cx = 0.6 as 2 x 102 ≤ 3 x 10

5

Cx = 0.2 as 4 x 105 >Re

With Re = 0,88 x d x yzkW ×× )(0 × 10 5

d – diameter of globe (m)

Wo – wind pressure follows as the table 4 (daN/m2)

k(z) – the coefficient of live pressure’s change versus the height

(table 5)

yγ – the reliable coefficient follows the article 6.3


319

33. The projects with their round

cylinder-shaped surrounding surfaces

(container, cooling town, chimney)

and with or without roof

Cel = k1 x cβ with k1 = 1 as cβ > 0

h1/d 0.2 0.5 1 2 5 10 25

k1 as

cβ <0

0.8 0.9 0.95 1.0 1.1 1.15 1.2

cβ is used when Re > 4 x 105 as the follow table:

Value of Ce2 as h1/d is Type of roof

1/6 1/3 ≥ 1

Plane, cone as α

≤ 5o; globe as

f/d ≤ 0.1

-0.5 -0.6 -0.8

h1/d 1/6 1/4 1/2 1 2 ≥ 5

c1 -0.5 -0.55 -0.7 -0.8 -0.9 -1.05

- The coefficient Re is

defined as the formula of

the diagram 32 and z = h1

- The coefficient c1 is

counted for both with and

without opening roof.

- When we determine the


6.15, b = 0.7d and h = h1

+ 0.7f


320

34. The prism-shaped project with the

square- and polygonal- shaped plane

The obstructing factor of front face cx and cv follows:

Cx = k x Cx∞; Cv = k x Cv∞

Table 6.1

λe 5 10 20 35 50 100 ∞

k 0.6 0.65 0.75 0.85 0.9 0.95 1

λe is defined as the table 6.2. In the table 6.2, there is λ = l/b with

l, b are corresponding to the biggest and smallest dimension of

the project or its parts in the wind-met plane

Table 6.2

λe = λ/2 λe = λ λe = 2λ

Table 6.3

Section – the wind β (degree) l/b Cx∞

Rectangle 0 ≤ 1.5 2.1

- When the wind parallel

to the wall which has part

of balcony, cf = 0.1; to

corrugated roof, cf = 0.04

- To the house with

rectangle plane (table

6.3); when l/b = 0.1 ÷ 0.5

and β = 40o ÷ 50

o, cf =

0.75. When load of wind

is distributed uniformly

and placed at the point 0,

the eccentricity e =

0.15b.


defined accordance with

the formula of the

diagram 32, with z = h1

and d is the

circumscribed circle.

- When determining the


6.12, h is the height of

the project, b is

dimension of the project

at the y axis


321

40 ÷ 50

≥ 3

≤ 0.2

≥ 0.5

1.6

2.0

1.7

Lozenge

0 ≤ 0.5

1

≥ 2

1.9

1.6

1.1

Equilaterla

triangles

0

180

2

1.2

Table 6.4

Section – the wind β (degree) n(number of

sides)

C∞ as Re >

4x105

Regular polygon

Any 5

6 ÷ 8

10

12

1.8

1.5

1.2

1.0

35. The projects with their round

cylinder-shaped surrounding surfaces

(container, cooling town, chimney),

cable, conduit and the close and

round tube-shaped structure

components

Cx = k x cx∞

With:

- The coefficient k is defined as the table 6.1 of the diagram 34

- The coefficient cx∞ is defined as the below chart of rough

surfaces (by concrete, steel, wood…)


defined as the formula of

the diagram 32 with Z =

h and d is the project’s

diameter.

- Value of ∆: to the wood


322

structure, ∆ = 0.005m; to

brick construction, ∆ =

0.01m; to ferro-concrete,

∆ = 0.005m; to steel

structure, ∆ = 0.001m; to

the conduit and cable

with diameter d, ∆ =

0.01d; to the surface

whose slope had a height

b, ∆ = b.

- To the corrugated roof,

cf = 0.04

- The wire way with

value cx is referred as

follow:

To the conduit and cable

whose diameter is more

than 20mm, cx is reduced

10%

36. The shaped steel with different

section of trussed frame

When the wind is perpendicular to the line shaft of segments, cx

= 1.4


323

41. The structured multi-step frame

- This chart is used for the structured multi-step frame which

there is no wall or any built work on

- The coefficient c follows as the diagram 38.

42. The span rope and the tube-

shaped components which slope in

the plane of wind.

Cxα = cx x sin2α

With cx is defined as the date of the diagram 35

43. The cone and cylinder-shaped

project with round bottom

1 – The cone and cylinder-shaped project with their round

bottom on the ground


324

1) The cone and cylinder- shaped

project with their round bottom on

the ground:

2) The cone and cylinder-shaped

project in the space:

- The cone one: cx = 0.7

cz = -0.3

- The cylinder one

cx = 1.2

cz = -0.3

2 – The cone in space:

a/ Its top is at the windward

- The cone has no bottom as α = 30o; cx = 0.35

- The cone has no bottom as α = 60o; cx = 0.5

b/ Its tops is at the leeward: values cx is used as Re > 105

- The cone has no bottom: cx = 1.4

- The cone has bottom: cx = 1.2


325

6.10 At the area next to the outline of roof rim, ridge rim and roof foot, edges which

are contiguous between horizontal wall and vertical wall; if the external pressure

has a negative value; the local pressure needs to be included (figure 1)

Figure 1: Areas whose roof is effected by the local pressure

The coefficient of local pressure D follows the table 7.

Table 7 – Coefficient of local pressure D

Areas with local pressure Coefficient D

- Area 1: has a width “a” which is calculated from

the roof rim, ridge rim, roof foot and corner

- Area 2: a width “a” which connects to the area 1

2

1.5

Note:

1) At the area with the local pressure, the pneumatic coefficient C needs to be

multiplied by the coefficient of the vertical pressure D

2) When we define the collective force which effects to project, a wall or roof, the

coefficient of the local pressure is not used.

3) Width a is the smallest value in three values as follow: 0.1b; 0.1l and 0.1h, but

not over 1.5m. The dimension of, l, h refers to the figure 1

4) The coefficient of the local pressure is only applied for the house with a

sloping roof (α > 10o)

5) When there is cornice, the area of roof includes the area of the cornice. The

pressure of the cornice equals the pressure of the wall right under the rising-

out roof.


326

6.11 The live element of load of wind must be included when we do calculation for the cylindrical, pyramidal project, chimney, lamp-post, column-shaped equipment, conveyer’s corridor, outdoor scaffold, the many-storied house whose height is over 40 meters, horizontal frame of the one-storied and span industrial house whose height is over 36 meters and ratio between the height and the span is over 1.5.

6.12 To the project which is high and has soft structure (chimney, cylinder, pyramid…), needs to be checked the instability of the pneumatic.

The calculation and solution instruction of the oscillation’s loss of structure is defined by the specific studies based on pneumatic experimental data.

6.13 The standard value of wind-load’s motive elements (Wp) at the height Z is defined as follow:

6.13.1 To the project and its structure components whose specific basic oscillatory frequency f1 (Hz) is more than the limited value of the specific oscillatory frequency fL stated in the article 6.14 is defined as the follow formula:

W p = W × ξ × v (8)

With:

W – The standard value of wind load’s static elements at the defined height is determined as the article 6.3

ξ– The live pressure’s coefficient of load of wind at the height Z bases on the table 8

V – the correlation coefficient between a space and pressure for load of wind is defined as the article 6.15

Table 8 – The motive pressure’s coefficient of load of wind ξ

The live pressure’s coefficient versus types of terrain Height Z, m

A B C

≤ 5 0.318 0.517 0.754

10 0.303 0.486 0.684

20 0.289 0.457 0.621

40 0.275 0.429 0.563

60 0.267 0.414 0.532

80 0.262 0.403 0.511

100 0.258 0.395 0.496

150 0.251 0.381 0.468


327

200 0.246 0.371 0.450

250 0.242 0.364 0.436

300 0.239 0.358 0.425

350 0.236 0.353 0.416

≥ 480 0.231 0.343 0.398

6.13.2 To the project (and its structure components) whose calculation drawing is a free level system (The horizontal frame of the one-storied industrial house, water town…); when f1 < fL, it is defined as the follow formula:

W p = W × ζ × ξ × v (9)

With:

ξ – the coefficient of motive power is defined by the chart in the figure 2, depending on a parameter غ and logarithms reduction of oscillation.

ε = 1

0

940 f

W

×

×γ (10)

γ – The reliable coefficient of load of wind is 1.2

Wo – The value of wind-load (N/m2) is defined as the article 6.4

Figure 2: The coefficient of motive power

The curved line 1 – to the ferro-concrete and brick-stone project, even the steel frame projects covered by structure (δ = 0.3)

The curved line 2 – to the steel pyramid, the steel cylinder, chimney, column-shaped equipments with ferro-concrete platform (δ = 0.15)

6.13.3 The houses with symmetric surfaces which has f1 < fL and the project has f1 < fL < f2 (f2: the project’s second specific oscillating frequency) are defined as follow formula:


328

W p = m × ξ × ψ × v (11)

With:

M – Mass of project’s parts whose center of gravity has height Z.

ξ - the coefficient of motive power, refer to the article 6.13.2

y – Horizontal set-over of the project at the height Z, which is corresponding to the first specific oscillating type (for house with symmetric planes, it is allowed that y is the set-over caused by the static placed and uniformly distributed horizontal load).

Ψ – The coefficient is defined by dividing the project into r of parts with a condition that load of wind will not be changed at each part.

ψ = ∑

∑

=

=

×

r

k

kk

r

k

pkk

My

Wy

1

2

1 (12)

With

Mk – mass of the kth part of the project

Yk – The horizontal set-over of the kth part’s center of gravity which is corresponding to the first free vibration.

Wpk – The uniformly distributed motive constituent of load of wind at the kth part of the project is defined the same as the formula (8).

To the house with many stories, which has no change in its hardness, mass and width of met-wind surface versus the height, the follow formula is to define a standard value of load of wind’s motive constituent at the height Z:

W p = 1,4 × h

Z × ξ W ph (13)

With:

Wph – The standard value of wind-load’s motive constituent at the height h of the project is determined as the formula (8).

6.14 The limited value of free vibration frequency fL (Hz) does not need to calculate force of inertia generated during the project oscillates in the equivalent free vibration. The value is defined in the table 9, depending on value of vibration’s derate δ.

6.14.1 To the ferro-concrete and brick-stone project, the steel frame project with protected construction, δ = 0.3


329

6.14.2 To the town, cylinder, steel chimney, steel column-shaped equipments with its ferro-concrete platform, δ = 0.15

Table 9 – The limited value of free vibration frequency fL

fL

Hz Area of wind pressure

δ = 0.3 δ= 0.15

I

II

III

IV

V

1.1

1.3

1.6

1.7

1.9

3.4

4.1

5.0

5.6

5.9

To the cylinder-shaped project as f1 < fL, it is needed to check the stability of

the pneumatics.

6.15 The space-interrelating coefficient of wind pressure’s live elements (v) is defined

basing on the assumed plane surface of the project, which we can define the

live interrelation.

The assumed surface consists of the wall’s windward faces, wall’s leeward face,

side-wall, roof and other same structure, through which wind pressure goes to

the structure components of the project.

If the assumed surfaces have a square-shape and they are placed parallel with the

basic shafts (see figure 3), the coefficient (v) is defined as the table 10,

depending on parameter ρ and χ. The parameter ρ and χ are defined as the table

11.

Figure 3 – the system of axes when determining of the interrelation coefficient v


330

Table 10 – the interrelation coefficient between space and wind-load’s motive

pressure v

Ρ, m Coefficient ν as χ (m) is

5 10 20 40 80 160 350

0.1

5

10

20

40

80

160

0.95

0.89

0.85

0.80

0.72

0.63

0.53

0.92

0.87

0.84

0.78

0.72

0.63

0.53

0.88

0.84

0.81

0.76

0.70

0.61

0.52

0.83

0.80

0.77

0.73

0.57

0.59

0.50

0.76

0.73

0.71

0.68

0.63

0.56

0.47

0.67

0.65

0.64

0.61

0.57

0.51

0.44

0.56

0.54

0.53

0.51

0.48

0.44

0.38

Table 11 – The parameter ρ and χ

The basic co-ordinate plane parallels to the

assumed surfaces ρ χ

Zoy

Zox

Xoy

b

0.4a

b

h

h

a

6.16 The project with fs > f L needs to be counted a motive power, including the first

oscillation s (s is defined with a condition: fs < fL < f s+1)

6.17 To the house and project whose supposed usage time is 50 years, the reliable

coefficient γ for load of wind is 1.2. When the supposed time changes, the assumed

value of load of wind must be change by multiplying by the coefficient given in the

table 12.

Table 12 – the adjustment coefficient of load of wind versus the different

projects’ supposed usage time.

The supposed usage time

(year) 5 10 20 30 40 50

The adjustment

coefficient of load of

wind

0.61 0.72 0.83 0.91 0.96 1


331

Appendix A

The determination methods of the assumed internal force

in the basic and special load aggregate

A.1 When at least two of basic load aggregate are considered, the total value of the

assumed internal force X caused by those loads (moment of flexure or axial

torque, longitudinal force or cutting strength) is defined as the follow formula:

X = ∑=

m

i

tciX1

+ ∑=

−×m

i

tcix1

2

1

2 )1(γ (A.1)

With:

Xtci – the internal force is defined basing on the standard value of each load,

including the aggregate coefficient as the instruction of the article 2.4.3

gi – the reliable coefficient of each load

m- Number of loads effecting simultaneously

A.2 If load simultaneously generates two or three different internal force (X,Y,Z)

which are included during calculation (for example normal inner-force and

moment flexure one or two directions), at each aggregate, three methods (X,

ZY , ), (Y, XZ , ), Z, YX , ) will be considered if there are three inner forces or two

(X, Y), (Y, X) if there are two ones.

To the method (X, ZY , ), the inner forces are defined as the follow formula:

X = ∑=

±m

i

tciX1

∑=

−×m

i

itciX1

22 )1(γ (A.2)

−

Y = ∑=

±m

i

tciY1

∑

∑

=

=

−×

−××

m

i

itci

m

i

itcitci

X

YX

1

22

1

2

)1(

)1(

γ

γ

(A.3)

−

Z = ∑=

m

i

tciZ1

±

∑

∑

=

=

−×

−××

m

i

itci

m

i

itcitci

X

ZX

1

22

1

2

)1(

)1(

γ

γ

(A.4)


332

With:

X, ZY , – The total assumed inner force generated when there is simultaneous

effect of several temporary loads.

Xtci, Ytci, Xtci – inner forces are defined according to the standard value of

each load, including the aggregate coefficient. To the short-term load, it is

referred to the article 1, 4, 3. It is referred to the article 5.13 if the live element of

load of wind is included.

M, gi – the same as the formula (A.1)

To the methods (Y, XZ , ) and (Z, YX , ), the inner force is defined as the

formula (A.2), (A.3) and (A.4) under the cyclic permutation of signs (X, Y, Z)

In the formulas (A.2), (A.3) and (A.4), a minus will be used for the case which

absolute value of the inner force is de-rated, which is defined under the formula

(A.2) is risky. So, all three formulas must use the same sign.

When establishing the assumed aggregate, in the case that when the temporary

load is calculated, it must be sure that the extreme value of one of the inner

forces must be in the section and the value of the other inner force will certainly

exist through the result of this calculation. So, the assumed extreme inner force

should be defined as the formula (A.2), its corresponding inner force follows the

formula (A.3) and (A.4). For example when establishing the aggregate (Nmin, M

corresponding), Nmin should be defined as the formula (A.2) and the

corresponding m follows the formula (A.3).

Note: Depending on the type of the aggregate, the inner force which is caused

the frequent load with the more or less reliable coefficient (refer to the article

3.2), should be added


333

Appendix B

Table of list of cranes and its operation status

Table B1

Crane’s operation status List of electrical cranes

Workshop which uses

crane with the mentioned

working status

Light

Average

Hard

Very Hard

Type of crane with a goods

-suspending hook

Type of crane with goods-

suspending hook,

including tackles with

trolley hoist

Type of crane with goods-

suspending hook, types of

crane using for casting,

forging metal

Type of clamshell, of

electromagnet, type of

clamshell with purling,

type which is made from

magnet to prop the casting

block, type used to smash

material

Repairing workshop,

machinery building of

thermoelectric plant

Mechanic and assembly

block of the factories with

average-scale mass

production, mechanical

repair block, packet

loading and unloading area

Workshops of the factory

which have a large-scale

mass production, goods

loading and unloading

area, several workshops of

metallurgical work

Workshops of metal mill

Note – The electric running hoist with the average operation status and the hand-pull

crane with the light operation status.


334

Appendix C

Load caused by collision between the crane and the chock at the end rail

The standard horizontal load Py (10 KN) along the crane-way generated by collision

between the crane and the end-rail chock is defined as formula:

P y = f

vm 2× (C.1)

With:

v – Speed of crane at the time of collision is as half as the rated speed, its unit is

meter/second.

f – The most sag of a damper which is able to be generated is 0.1m for the crane

with a soft rigging and the lifting capacity of below 500 KN under its

operation status – light, average and hard. It is 0.2m for the others.

m – Mass of crane is defined as the formula (its unit is ton - 10KN):

m = g

1 × 2

MP + (P

T + KQ) ×

k

k

L

lL − (C.2)

With:

g – the gravity is 9.81m/s2

PM – the weight of crane’s rod (its unit is ton – 10KN)

PT – the weight of trolley (its unit is ton – 10KN)

Q – the lifting capacity of crane (its unit is ton – 10KN)

k – The coefficient is 0 for the crane with a soft rigging and it is 1 for the crane

with the hard one.

Lk – the bay of crane (its unit is meter)

l – Distance between the trolley and the chair (its unit is meter)

The assumed value of load is included the reliable coefficient as the article 5.8. It

is not more than the value of the follow table (C.1):

Table C.1

Crane’s characteristic The critical load,

10KN

1. The suspension hoist with manual or electrical control

2. The multi-purposes electric crane with the operation

status (middle and hard) and a crane for casting shop

3. The multipurpose electric crane with the operation status

(light)

4. The multipurpose electric crane with the operation status

(very hard) used for metallurgy work or special work.

- With soft hook

- With hard hook

1

15

5

25

50


335

Appendix E

Table E1 – The pressure of wind at the administrative geographic name

Place-name Area Place-name Area

1. Ha Noi capital:

- Inner Ha Noi

- Dong Anh district

- Gia Lam district

- Soc Son district

- Thanh Tri district

- Tu Liem district

2. Ho Chi Minh city:

- Inner city

- Binh Chanh district

- Can Gio district

- Cu Chi district

- Hoc Mon district

- Nha Be district

- Thu Duc district

3. Hai Phong city: - Inner city

- Do Son town

- Kien An town

- An Hai district

- An Lao district

- Cat Hai district

- Dao Bach Long Vi district

- Kien Thuy district

- Thuy Nguyen district

- Tien Lang district

- Vinh Bao district

3. An Giang:

- Long Xuyen town

- Chao Doc town

- An Phu town

II.B

II.B

II.B

II.B

II.B

II.B

II.A

II.A

II.A

I.A

II.A

II.A

II.A

IV.B

IV.B

IV.B

IV.B

IV.B

IV.B

V.B

IV.B

III.B

IV.B

IV.B

I.A

I.A

I.A

- Chau Thanh district

- Chau Phu district

- Cho Moi district

- Phu Tan district

- Tan Chau district

- Tinh Bien district

- Thoai Son district

- Tri Ton district

5. Ba Ria – Vung Tau:

- Vung Tau city


- Con Dao distict

- Long Dat district

- Xuyen Moc district

6. Bac Thai:

- Thai Nguyen city

- Bac Can town

- Song Cong town

- Cho Don district

- Bach Thong district

- Dai Tu district

- Dinh Hoa district

- Dong Hy district

- Na Ri district

- Pho Yen district

- Phu Binh district

- Phu Luong district

- Vo Nhai district

7. Ben Tre:

- Ben Tre town

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

II.A

II.A

III.A

II.A

II.A

II.B

I.A

II.B

I.A

I.A

II.A

I.A

I.A

I.A

II.B

II.B

I.A

I.A

II.A


336

Table E1 (cont.)


- Ba Tri district

- Binh Dai district


- Cho Lach district

- Giong Trom district

- Mo Cay district

- Thanh Phu district

8. Binh Dinh: - Quy Nhon city

- An Nhon district

- An Lao district

- Hoai An district

- Hoai Nhon district

- Phu Cat district

- Phu My district

- Tay Son district

- Tuy Phuoc district

- Van Canh district

- Vinh Thanh district

9. Binh Thuan: - Phan Thiet town

- Bac Binh district

- Duc Linh district

- Ham Tan district

- South Ham Thuan district

- North Ham Thuan district

- Phu Quy district

- Tanh Linh district

- Tuy Phong district

10. Cao Bang:

- Cao Bang town

- Ba Be district

- Bao Lac district

- Ha Quang district

- Ha Lang district

- Hoa An district

- Ngan Son district

- Nguyen Binh district

II.A

II.A

II.A

II.A

II.A

II.A

II.A

III.B

III.B

II.B (I.A)

II.B

III.B

III.B

III.B

II.B (I.A)

III.B

II.B

I.A

II.A

II.A (I.A)

I.A

II.A

II.A

I.A (II.A)

III.A

I.A

II.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

- Quang Hoa district

- Thach An district

- Thong Nong district

- Tra Linh district

- Trung Khanh district

11. Can Tho:

- Can Tho city


- Long My district

- O Mon district

- Phung Hiep district

- Thot Not district

- Vi Thanh district

12. Dac Lac:

- Buon Ma Thuat town

- Cu Giut district

- Cu M’ga district

- Dac Min district

- Dac Nong district

- Dac Rlap district

- E Ca district

- E H’leo district

- E Sup district

- Krong Ana district

- Krong Bong district

- Krong Cuc district

- Krong Nang district

- Krong No district

- Krong Pac district

- Lac district

- Mo Drac district

13. Dong Nai:

- Bien Hoa city

- Vinh An town

- Dinh Quan district

- Long Khanh district

- Long Thanh district

- Tan Phu district

I.A

I.A

I.A

I.A

I.A

II.A

II.A

II.A

II.A (I.A)

II.A

I.A

II.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A(II.A)

II.A

I.A


337

Table E1 (cont)


- Thong Nhat district

- Xuan Loc district

14. Dong Thap:

- Cao Lanh town

- Cao Lanh district


- Hong Ngu district

- Lai Vung district

- Tam Nong district

- Tan Hong district

- Thanh Binh district

- Thanh Hung district

- Thap Muoi district

15. Gia Lai:

- Play Cu town

- A Dun Pa district

- An Khe district

- Chu Pa district

- Chu Prong

- Chu Se

- Duc Co

- K bang

- Krong Chro

- Krong Pa

- Mang Giang

16. Ha Bac:

- Bac Giang

- Bac Ninh

- Gia Luong

- Hiep Hoa

- Lang Giang

- Luc Nam

- Luc Ngan

- Que Vo

- Son Dong

- Tan yen

- Tien Son

- Thuan Thanh

I.A

I.A

I.A

I.A

II.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

- Viet Yen district

- Yen Dung district

- Yen Phong district

- Yen The district

17. Ha Giang:

- Ha Giang town

- Bac Me district

- Bac Quang district

- Dong Van district

- Hoang Su Phi district

- Meo Vac district

- Quan Ba district

- Vi Xuyen district

- Xin man district

- Yen Minh district

18. Ha Tay:

- Ha Dong town

- Son Tay town

- Ba Vi district

- Chuong My district

- Dan Phuong district

- Hoai Duc district

- My Duc district

- Phu Xuyen district

- Phuc Tho district

- Quoc Oai district

- Thach That district

- Thanh Oai district

- Thuong Tin district

- Ung Hoa district

19. Ha Tinh:

- Ha Tinh town

- Hoang Linh town

- Can Loc district

- Cam Xuyen district

- Duc Tho district

- Huong Khe district

- Huong Son district

II.B

II.B

II.B

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

II.B

IV.B

IV.B

IV.B

III.B(IV.B)

II.B

I.A(II.B)

I.A(II.B)


338

Table E1 (cont)


- Ky Anh district

- Nghi Xuan district

- Thach Ha district

20. Hai Hung:

- Hai Duong town

- Hung Yen town

- Cam binh district

- Chau Giang district

- Kim Mon district

- Kim Thi district

- My Van district

- Chi Linh district

- Nam Thanh district

- Ninh Thanh district

- Phu Tien district

- Tu Loc district

21. Hoa Binh:

- Hoa Binh town

- Da Bac district

- Kim Boi district

- Ky Son district

- Lac Thuy district

- Lac Son district

- Luong Son district

- Mai Chau district

- Tan lac district

- Yen Thuy district

22. Khanh Hoa:

- Nha Trang city

- Cam Ranh district

- Dien Khanh district

- Khanh Son district

- Khanh Vinh district

- Ninh Hoa district

- Truong Sa district

23. Kien Giang:

- Rach Gia town

- An Bien district

- An Minh district

III.B(IV.B)

IV.B

IV.B

III.B

III.B

III.B

II.B

II.B

III.B

II.B

II.B

III.B

III.B

III.B

III.B

I.A

I.A

II.B

I.A

II.B

II.B

II.B

I.A

I.A

II.B

II.A

II.A

II.A

I.A

I.A

II.A

III.B

I.A

I.A

I.A


- Giong Rieng district

- Go Quao district

- Ha Tien district

- Hon Dat district

- Kien Hai district

- Phu Quoc district

- Tan Hiep district

24. Kon Tum:

- Kom Tum town

- Dac Giay district

- Vinh Thuan district

- Dac To district

- Kon Plong district

- Ngoc Hoi district

- Sa Thay district

25. Lai Chau:

- Dien Bien Phu town

- Lai Chau town

- Dien Bien district

- Muong Lay district

- Muong Te district

- Phong Tho district

- Tua Chua district

- Tuan Giao district

- Sin Ho district

26. Lam Dong:

- Da lat city

- Bao Loc district

- Cat Tien district

- Di Linh district

- Da Hoai district

- Da Te district

- Don Duong district

- Duc Trong district

- Lac Duong district

- Lam Ha district

27. Lang Son:

- Lang Son town

I.A

II.A

II.A

I.A

I.A

II.A

III.A

I.A

I.A

I.A

II.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A


339

Table E1 (cont)


- Bac Son district

- Binh Gia district

- Cao Loc district

- Chi Lang district

- Dinh Lap district

- Huu Lung district

- Loc Binh district

- Trang Dinh district

- Van Lang district

- Van Quan district

28. Lao Cai: - Lao Cao town

- Bac Ha district

- Bao Thang district

- Bao Yen district

- Bat Xat district

- Muong Khuong district

- Sa Pa district

- Than Uyen district

- Van Ban district

29. Long An:

- Tan An town

- Ben Luc district

- Can Duoc district

- Can Giuoc district


- Duc Hoa district

- Duc Hue district

- Moc Hoa district

- Tan Thanh district

- Tan Tru district

- Thach Hoa district

- Thu Thua district

- Vinh Hung district

30. Minh Hai:

- Bac Lieu town

- Ca Mau town

- Cai Nuoc district

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

II.A

II.A

II.A

II.A

II.A

I.A

I.A

I.A

I.A

II.A

I.A

II.A

I.A

II.A

II.A

II.A

- Dam Doi district

- Gia Rai district

- Hong Dan district

- Ngoc Hien district

- Thoi Binh district

- Tran Van Thoi district

- U Minh district

- Vinh Loi district

31. Nam Ha:

- Nam Dinh city

- Ha Nam town

- Binh Luc district

- Duy Tien district

- Hai Hau district

- Kim Bang district

- Ly Nhan district

- Nam Ninh district

- Nghia Hung district

- Thanh Liem district

- Vu Ban district

- Xuan Thuy district

- Y Yen district

32. Nghe An:

- Vinh city

- Anh Son district

- Con Cuong district

- Dien Chau district

- Do Luong district

- Hung Nguyen district

- Ky Son district

- Nam Dan district

- Nghi Loc district

- Nghia Dan district

- Que Phong district

- Quy Chau district

- Quy Hop district

- Quynh Luu district

- Tan Ky district

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

IV.B

III.B

III.B(IV.B)

III.B

IV.B

III.B

III.B

IV.B

IV.B

III.B

IV.B

IV.B

IV.B

III.B

I.A

I.A

III.B

II.B

III.B

I.A

II.B

III.B

II.B

I.A

I.A

I.A

III.B

I.A


340

Table E1 (cont)


- Thanh Chuong district

- Tuong Duong district

- Yen Thanh district

33. Ninh Binh:

- Ninh Binh town

- Tam Diep town

- Gia Vien district

- Hoa Lu district

- Hong Long district

- Kim Son district

- Tam Diep district

34. Ninh Thuan:

- Phan Rang-Thap Cham town

- Ninh Hai district

- Ninh Phuoc district

- Ninh Son district

35. Phu Yen:

- Tuy Hoa town

- Dong Xuan district

- Song Cau district

- Song Hinh district

- Son Hoa district

- Tuy An district

- Tuy Hoa district

36. Quang Binh:

- Dong Hoi town

- Bo Trach district

- Le Thuy district

- Minh Hoa district

- Quang Ninh district

- Quang Trach district

- Tuyen Hoa district

37. Quang Nam-Da Nang:

- Da Nang city

- Tam Ky town

- Hoi An town

- Duy Xuyen district

- Dai Loc district

II.B

I.A

II,B

IV.B

IV.B

III.B

III.B

III.B

IV.B

IV.B

II.A

II.A

II.A

I.A

III.B

II.B

III.B

I.A

I.A

III.B

II.B(III.B)

III.B

I.A(II.B)

I.A(II.B,III.B)

I.A

I.A(II.B,III.B)

III.B

II.B

II.B

II.B

III.B

II.B

II.B

- Dien Ban district

- Giang district

- Hiep district

- Hiep Duc district

- Hoang Sa district

- Hoa Vang district

- Nui Thanh district

- Phuoc Son district

- Que Son district

- Tien Phuoc district

- Thanh Binh district

- Tra My district

38. Quang Ngai:

- Quang Ngai town

- Ba To district

- Binh Son district

- Duc Pho district

- Minh Long district

- Mo Duc district

- Nghia Hanh district

- Son Ha district

- Son Tinh district

- Tra bong district

- Tu Nghia district

39. Quang Ninh:

- Cam Pha town

- Hon Gai town

- Uong Bi town

- Ba Che district

- Binh Lieu district

- Cam Pha district

- Dong Trieu district

- Hai Ninh district

- Hoanh Bo district

- Quang Ha district

- Tien Yen district

- Yen Hung district

II.B

I.A

I.A

II.B

V.B

II.B

III.B

I.A

II.B

II.B

III.B

I.A

III.B

I.A

III.B

III.B

II.B

III.B

II.B

I.A

II.B

I.A

II.B

III.B

III.B

II.B

II.B

II.B

IV.B

II.B

III.B

II.B

IV.B

II.B

IV.B


341

Table E1 (cont.)


40. Quang Tri:

- Dong Ha district

- Quang Tri district

- Cam Lo district

- Gio Linh district

- Hai Lang district

- Huong Hoa district

- Trieu Phong district

- Vinh Linh district

41. Soc Trang:

- Soc Trang town

- Ke Sach district

- Long Phu district

- My Tu district

- My Xuyen district

- Thanh Tri district

- Vinh Chau district

42. Song Be:

- Thu Dau Mot town

- Ben Cat district

- Binh Long district

- Bu Dang district

- Dong Phu district

- Loc Ninh district

- Phuoc Long district

- Tan Uyen district

- Thuan An district

43. Son La:

- Son La town

- Bac Yen district

- Mai Son district

- Moc Chau district

- Muong La district

- Phu Yen district

- Quynh Nhai district

- Thuan Chau district

- Song Ma district

- Yen Chau district

II.B

II.B

II.B

II.B

II.B

I.A

III.B

II.B

II.A

II.A

II.A

II.A

II.A

II.A

II.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

44. Tay Ninh:

- Tay Ninh town

- Ben Cau district


- Duong Minh Chau dist.

- Go Dau district

- Hoa Thanh district

- Tan Bien district

- Tan Chau district

- Trang bang district

45. Thai Binh: - Thai Binh town

- Dong Hung district

- Kien Hung district

- Hung Ha district

- Quynh Phu district

- Thai Thuy district

- Tien Hai district

- Vu Thu district

46. Thanh Hoa: - Bim Son district

- Thanh Hoa district

- Sam Son district

- Ba Thuoc district

- Cam Thuy district

- Dong Son district

- Ha Trung district

- Hau Loc district

- Hoang Hoa district

- Lang Chanh district

- Nga Son district

- Ngoc Lac district

- Nong Cong district

- Nhu Xuan district

- Quan Hoa district

- Quang Xuong district

- Tich Gia district

- Thach Thanh district

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

IV.B

IV.B

IV.B

IV.B

IV.B

IV.B

IV.B

IV.B

IV.B

III.B

IV.B

II.B

II.B

III.B

III.B

IV.B

IV.B

II.B

IV.B

II.B

III.B

II.B

I.A

III.B

III.B

III.B


342

Table E 1 (end)


- Trieu Yen district

- Tho Xuan district

- Thuong Xuyen district

- Trieu Son district

- Vinh Loc district

47. Thua Thien – Hue:

- Hue city

- A Luoi district

- Huong Tra district

- Huong Thuy district

- Nam Dong district

- Phong Dien district

- Phu Loc district

- Phu Vang district

- Quang Dien district

48. Tien Giang:

- My Tho city

- Go Cong town

- Cai Lay district

- Cai Be district


- Cho Gao district

- East Go Cong district

- West Go Cong district

49. Tra Vinh:

- Tra Vinh town

- Cang Long district

- Cau Ke district

- Cau Ngang district


- Duyen Hai district

- Tieu Can district

- Tra Cu district

50. Tuyen Quang:

- Tuyen Quang town

- Chiem Hoa district

III.B

II.B

II.B

II.B

III.B

II.B

I.A

II.B

II.B

I.A

III.B

II.B

III.B

III.B

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

I.A

I.A

- Ham Yen district

- Na Hang district

- Son Duong district

- Yen Son district

51. Vinh Long:

- Ving Long town

- Binh Minh district

- Long Ho district

- Mang Thit district

- Tam Binh district

- Tra On district

- Vung Liem district

52. Vinh Phu:

- Viet Tri city

- Phu Tho town

- Vinh Yen town

- Doan Hung district

- Me Linh district

- Lap Thach district

- Phong Chau district

- Song Thao district

- Tam Dao district

- Tam Thanh district

- Thanh Hoa district

- Thanh Son district

- Vinh Lac district

- Yen Lap district

53. Yen Bai:

- Yen Bai town

- Luc Yen district

- Mu Cang Chai district

- Tram Tau district

- Tran yen district

- Van Chan district

- Van Yen district

- Yen Binh district

I.A

I.A

I.A

I.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

II.A

I.A

II.A

II.A

II.A

I.A

II.B

II.B

I.A

I.A

II.B

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

I.A

Note: For the district belonging to two or three areas (in the bracket), in order to get

the accurate value and area for design, it is suggested to refer to the office which

wrote this stadard.


343

Appendix F

Wind pressure for the meteorological observation station at the mountain and

island area

The independent value of the meteorological observation station given in the

appendix F (table F1 and F2) is the assumed wind pressure versus the supposed usage

time of the 5, 10, 20 and 50 year project.

Table F1 – The assumed wind pressure of several meteorological observation

stations at the mountain and island area, applied for the article 6.4.3

Wind pressure versus the repetitive cycle, da N/m2 The

meteorological

observation

stations

5 years 10 years 20years 50 years

1. An Khe

2. Bac Can

3. Bac Son

4. Bao Loc

5. Chiem Hoa

6. Con Cuong

7. Da Lat

8. Dac Nong

9. Ha Giang

10. Hoa Binh

11. Hoi Xuan

12. Huong Khe

13. Kon Tum

14 .Lac Son

15. Luc Ngan

16. Luc Yen

17. M’Drac

18. PlayKu

19. Phu Ho

20. Sinh Ho

21. Tua Chua

22. Than Uyen

23. That Khe

24 Tuyen Hoa

25.Tuong Duong

26. Yen Bai

59

67

49

45

60

42

47

48

58

55

57

58

40

59

70

65

70

61

60

64

41

62

60

62

52

58

69

78

57

52

70

47

53

54

68

65

66

67

46

69

83

76

81

70

69

75

47

73

73

72

61

68

80

90

65

59

81

54

60

60

79

74

76

77

53

79

97

88

93

79

79

87

53

85

87

83

71

77

95

107

76

69

97

63

70

69

94

88

91

91

61

96

117

104

109

93

92

404

62

102

107

98

86

91


344

Table F2 – The assumed wind pressure of the meteorological observation

stations at the island area, applied for the article 6.4.3

Wind pressure versus the repetitive cycle, da N/m2 The meteorological

observation stations 5 years 10 years 20 years 50 years

1. Bach Long Vi

2. Co To

3. Con Co

4. Con Son

5. Hon Dau

6. Hon Ngu

7. Hoang Sa

8. Phu Quoc

9. Phu Quy

10.Truong Sa

147

130

95

81

131

94

86

103

83

103

173

153

114

94

154

110

102

123

97

119

201

177

135

108

178

128

120

145

110

136

241

213

165

128

214

153

145

175

130

160


345

Appendix G

The determination method of standard mark to define

the height of the house and project.

When we determine the coefficient k as the table 5, if the ground surrounding the

house and project is not flat, the standard mark for calculation of height z is

defined as follow:

G.1 When the ground has an incline which is small comparing with the horizontal

direction i ≤ 0.3, the height z is defined from the ground at where the house and

project is placed to the defined position.

G.2 When the ground with an incline (0.3 ≤ i ≤ 2), the height z is defined from the

stipulated height-ground Zo which is lower than the real ground to the defined

position.

The stipulated height-ground Zo is defined as the figure G.1

Figure G1

Left of A: Zo = Z1

In the section BC: Zo = H(2 – i)/1.7

Right of D: Zo = Z2

In the section AB and CD: Using the linear interpolation method to define Zo

G.3 When the ground with an incline (i ≥ 2), the stipulated height ground Zo for

determination of the height z which is lower than the real ground is defined as

the figure G2.

Figure G2

Left of C: Zo = Z1

Right of D: Zo = Z2

In the section CD: defining Zo by the linear interpolation method


346

Unit of measurement conversion

1-Multiple and Submultiple of unit system SI

Name Symbol Value Discription

Giga G 109

1,000,000,000

Mega M 106

1,000,000

Kilo k 103

1,000

Hecto h 102

100

Deca da 10 10

Deci d 10-1

0.1

Centi d 10-2

0.01

Mili m 10-3

0.001

Micro µ 10-6

0.000,001

Nano n 10-9

0.000,000,001

2- Conversion of normal unit

Quantity Name Symbol Conversion

Length

kilometer

meter

decimeter

centimeter

milimeter

km

m

dm

cm

mm

= 100m

1m = 10dm = 100cm = 1000mm

= 0.1m

= 0.01m

= 0.001

Area

Square meter

Hectare

Square meter

Square decimeter

Square centimeter

km2

ha

m2

dm2

cm2

= 1,000,000m2 = 100ha = 10,000a

= 10,000m2 = 100a

= 100dm2

= 100cm2

= 100mm2

Volume

Cubic meter

Cubic decimeter

Hectoliter

Decaliter

liter

m3

dm3

hl

dal

l

= 1,000dm3 = 1,000,000cm

3 = 1,000 liters

= 1 liter

= 10dal = 100 liters

= 10 liters

Speed Kilometer/hour

Meter/second

Km/h

m/s = 0.278 m/s

Mass

Ton

Kilogramme

Gramme

miligramme

T

Kg

g

mg

= 10 quintals = 1000kg = 1,000,000 g

= 1,000 grammes

= 1,000 miligrammes

= 0.001 grammes


347

Quantity Name Symbol Discription Force

Mass x acceleration

Mega Newton

Kilometer

Newton

MN

kN

N

= 1,000,000N

= 1,000N; 1Tf = 9.81KN ≈10KN

1kgf=9.81N≈10N= 1kg.m/s2

Pressure, stress force/area Pascal

Atmosphere

Pa =1N/m2; 1kgf/cm

2=9.81.10

4N/m

2

≈0.1MN/m2; 1kgf/m

2=9.81N/m

2

= 9.81Pa

≈ 10N/m2 = 1daN/m

2

= 1kgf/cm2 = 10Tf/m

2 =1 10 meter

water column with horizontal area

(1.2meter) at 4oC

Weight of volume 1kgf/m3 = 9.81N/m

3 ≈ 10N/m

3

1Tf/m3 = 9.81KN/m

3 ≈ 10KN/m

3

Temperature

Kelvin degree

Celcius degree

oK

oC

= 273.15oK

Power, work, calory Megajoule

Kilojoule

Juie

Milijoule

kilocalory

MJ

kJ

J

mJ

Kcal

= 1,000,000J

= 1,000J = 0.239 Kcal

= 1Nm

= 0.001J

= 427kgm = 1.1636Wh; one

housepower/hour = 270,000kgm =

632Kcal

Power capacity/time Megawatt

Kilowatt

Horsepower

Watt

miliwatt

MW

kW

hp

W

mW

= 1,000,000W

= 1,000W = 1,000J/s = 1.36hp

= 0.239 Kcal/s

= 0.745kW

= 1 J/s

= 0.001W

Frequency(cycle/second) hec Hz = 1s-1

3 – Conversion of British unit system into SI system: Quantity Name Symbol Conversion

Length

Mile

Yard

Foot

Inch

Mile

yd

ft

in

= 1,609m

= 0.9144m

= 0.3048m

= 2.54cm

Area

Square mile

Acre

Square yard

Square foot

Sq.mile

ac

sq.yd

sq.ft

= 259 ha = 2,590,000m2

= 4,047m2

= 0.836m2

= 0.0929m2

Volume

Cubic yard

Cubic foot

Cubic inch

cu.yd

cu.ft

cu.in

= 0.7646m3

= 28.32dm3

= 16.387cm3

Mass

Long ton

Short ton

Pound

Ounce

tn.lg

tn.sh

lb

oz

= 1,016kg

= 907.2kg

= 0.454kg

= 28.350g


348

TCVN 2737-1995-Loads and Effects

Documents

Transcript of TCVN 2737-1995-Loads and Effects