Tokyo Polytechnic University- Graduate School of Engineering- Wind Engineering Research CenterDAMAGE CAUSE BY STRONG WIND & WIND LOADS STANDARD FOR BUILDING IN VIETNAM Reported by LE TRUONG GIANG PhD Research Scholar WERC-APEC Wind Hazard Mitigation Centre Graduate School of Engineering Tokyo Polytechnic University 1583,Iiyama, Atsugi, Kanagawa, Japan 243-0297 Email [email protected] Phone & Facsimile +81-(0)46-242-9540 Date 18- June 2005 i Tokyo Polytechnic University- Graduate School of Engineering- Wind Engineering Research Center CONTENTS FOREWORD PART I: DAMAGE CAUSE BY STRONG WIND IN VIETNAM 1. OUT LINES OF VIETNAM 1.1. Geographical 1.2. Topography 1.3. Climate 1.4. The population 1.5. The GDP 1.6. The GNI per capita 2. NATURAL DISASTER IN VIETNAM 2.1. The frequency of natural disaster 2.2. Damage assessment caused by disasters for the 10 recent years 2.3. Damage assessment caused by each kind of disasters 3. TYPHOON IN VIETNAM 3.1. The frequency of typhoon evens in Vietnam: 3.2. The typhoon tracks 3.3. Typhoon damages in Vietnam: 3.4. Recent biggest typhoon Linda- year 1997 in Vietnam 3.5. Some examples of typhoon and strong wind damages CONCLUSION Page 1 2 2 2 2 3 3 3 3 3 4 4 5 5 6 7 8 9 11 PART II: WIND LOAD STANDARD FOR BUILDING IN VIETNAM 1. Summary 1.1. Scope of applications 1.2. Classification of loads 1.3. Concepts of (Design load) and (Basic load) 1.4. Combination of Loads 2. Wind Load of TCVN 2727-1995 2.1. Outline 2.2. Wind load definition and scope of application. 2.3. Determination of basic static pressure of wind load: 2.3.1. Equation 2.3.2. Determination of Wo 2.3.3. Determination of k-value 2.3.4. Determination of c-value 2.3.4.1. The c-value for analyzing frame structures 2.3.4.2. The c-value in considering to local pressure zone 2.4. Determination of basic dynamic pressure value of wind load 2.4.1. Case I (f1 > fL) 2.4.2. Case II (f1 < fL) 2.4.3. Case III (f1< fL < f2) 2.4.4. Case IV (fs< fL) 2.5. Procedure for estimating design wind loads PART III: SITUATION ON BUILDING STRUCTURES, USING FOREIGN STANDARDS AND RENOVATION OF BUILDING CODES IN VIETNAM 1. SITUATION ON BUILDING STRUCTURES 12 12 12 12 13 13 13 13 13 14 14 14 15 16 16 17 17 17 18 19 19 20 21 21 ii Tokyo Polytechnic University- Graduate School of Engineering- Wind Engineering Research Center 1.1. Out line of solution for Building Structures in Vietnam 1.2. Tendency and prospects on solution of Building Structures in Vietnam 1.3. Some pictures of Building structure in last 10 years in Vietnam. 2. SITUATION ON USING FOREIGN STANDARDS AND RENOVATION OF BUILDING CODES. 2.1. Foreign Standards had used in Vietnam 2.2. Legal documents of allowing of Foreign Codes in Vietnam 2.3. Renovation of Standards System in Construction Industry. 2.4. Some example of Using Foreign Standards for Structural Design in Vietnam CONCLUSION END 21 22 22 25 25 25 25 26 29 iii using foreign standards.Graduate School of Engineering.Wind Engineering Research Center FOREWORD The purpose of this report would like to show some basic information of typhoon and wind load standard for wind resistant design in Vietnam. other problems of situation of building structures. Beside. 1of 29 .Tokyo Polytechnic University. and renovation of Building Code in Vietnam are discussed. OUT LINES OF VIETNAM 1. The part is cut and divided by rivers originating from western mountain ranges flowing into the South China Sea. Geographical: Vietnam is stretch of land strengthening along Indochinese peninsula. width from west to east maximizes at 600 km and minimize at 50 km. Brunei and United State of Malaysia. shares its border with People Republic of China in the north with border length of 1. Central part is sloping and narrow. Length counted in straight line from north to south stays at about 1. However. Along the coastline are small plains. which is meeting place of many atmosphere blocks resulting from continent and Equator Ocean therefore tropical climate of Vietnam deeply suffers from Asia monsoon regime.150 km. this area of about 1 million hectares affected by floodwater for 2-4 months per year. which is located in South-east Asia.1. the topography is as follows.3. Cuulong delta is a low-lying region with average height of about 5m above the sea surface. Entire territory of Vietnam includes 329. south side is coastline and the middle is plain. Singapore.Graduate School of Engineering. Climate Vietnam lies in tropical region. 02: Map of Vietnam topography >>> 1.000. In the northern part. its mountains. plains are closing to its coastline. Inland border of about 3. mainly as northeast and southeast monsoon.650 km and United Kingdom of Cambodia with length of 930 km in the west. percentage relation between mountain and plains in mainland area indifferent among regions. Southern part’s topography is even and flat. numerous rivers. Topography Vietnam covers relatively complicated terrain: countless mountains. Fig. Indonesia. mainly as the Red and Thaibinh River being consolidated for million years. 01: Map of Vietnam in region Fig. northeast monsoon is only strong in northern and north central parts so Vietnam enjoys two different climate regions.km of territorial sea.241 sqr. stretching and meandering coastline.730 km. Some regions of this delta as Longxuyen quadrangle.650 km. DongThapMuoi and western Hau River are lower than average sea level. therefore. Vietnam has sea border in the east. People’s Democratic of Laos with length of 1. 1. 2of 29 . over the China Sea and Thailand gulf is the republic of Philippines. Between sloping mountainsides are narrow and deep valleys. south and southeast. Mainland stretches from 23023’ to 08002’ north latitude and widens from 102008’ to 109028’ east longitude.Wind Engineering Research Center PART I: DAMAGE CAUSE BY STRONG WIND IN VIETNAM 1. east and north are mountains and hills.000 sqr.2.km of mainland and 1.Tokyo Polytechnic University. three sides of the west. tropical depression Flash flood Whirl-Wind Drought Table 2: Assessment of Disasters Severity in Different Geographic Areas [1] Geographic Areas and Economic Zones North east and north west Red River Delta North central coast South central coast Central highlands North south east Mekong River Delta Coastal Economi c zone Hail rain Landslide Forest fire Salt water intrusion Earthquake Technology Accident Frost Natural Disaster Storm Flood Flashflood Whirl-wind Drought Desertification Saline intrusion Inundation Landslide Storm surge Fire +++ +++ ++ +++ ++ ++ ++++ ++++ ++ + + +++ ++ ++ + ++++ ++++ +++ ++ ++ + ++ ++ ++ ++ ++ ++++ +++ +++ ++ +++ ++ ++ ++ ++ ++ +++ ++ +++ +++ + ++ ++ + + ++ - +++ +++ +++ ++ +++ ++ ++ ++ ++ ++ +++ +++ +++++ + ++ + + +++ +++ +++ +++ +++ ++++ ++++ +++ ++ +++ ++ ++ +++ ++ ++ +++ Notes: The Table shows the assessment of disaster severity in each zone: Very severe (++++) Severe (+++) Medium (++) Light (+) None (-) 3of 29 .30 million (2003.0 US$ (2003.Source: World Bank).Tokyo Polytechnic University. The humidity always is more than 70% in all locations in Vietnam. The GNI per capita: 81.1. The South is mainly affected by southeast monsoon with heat and wetness round year. The GDP: 1.5. 39. 1. However. 2. Both parts of the country all enjoy different climate sub-region depending on its features of geography and topography position. Hue 250C (City locates in the midland of Vietnam). 480. The frequency of natural disaster: Vietnam is one of most disaster-prone countries in the world. Hochiminh City 270C (City locates in the south of Vietnam).Source: World Bank). there is large difference among months between the north and the south. There is little difference among regions if temperature is counted averagely as follows Hanoi 240C (City locates in the north of Vietnam).6. and Dalat 17.Wind Engineering Research Center The north enjoys two typical seasons: hot season is from May to October and cold season is from November to coming April.60C (City locates in Central highland of Vietnam). Table 1: Disaster relative frequency in Vietnam can classified as follows [1] High Medium Low Flood.4. The population: 1.Graduate School of Engineering.20 billion US$ (2003. The tables below describe the relative frequency of deserter in Vietnam (Table 1) and Geographic Areas and Economic Zones of disasters (Table 2). NATURAL DISASTER IN VIETNAM 2. different temperature in the north is about 10 to 150C and it is about 2 to 30C in the south. Inundation Typhoon.Source: World Bank). There is about 100 rainy days with total amount of rainfall of 1500 > 2000 mm per year in Vietnam. Tokyo Polytechnic University.Graduate School of Engineering. damaged Area of forest fire Total Unit No No ha ha No Ha billionVND 1994 508 7302 700000 6364 43 8322 2850 1995 399 11043 200000 120 1117 9648 1129 1996 1243 96927 900000 4761 1017 12758 7998 1997 3083 100000 600000 34619 3008 1361 7730 1998 434 12171 100000 215 231 14812 1459 1999 901 52585 100000 1419 845 1139 5427 2000 775 12253 700000 2877 109 850 5098 2001 629 10503 100000 1002 2033 1845 3370 2002 389 9802 46490 310 26 15548 1958 2003 186 4487 200000 10581 183 1402 1589 Total 7375 395202 4692313 65955 11764 115664 40. 4of 29 . Damage assessment caused by disasters for the 10 recent years: Damages Statistics caused by natural disaster in Vietnam from 1994 to 2003 shows in the table 3.835 Note: US$ approximates 15700 VND Fig. Damage assessment caused by each kind of disasters: Table 4 showed damage assessment caused by each kind of disaster in Vietnam (Source: The OFDA/CRED International Disaster Database [3]).3. 03: Graph of people killed by natural disaster from 1994-2003 [1] Fig. 04: Graph of damage cost caused by natural disaster from 1994-2003[1] Note: 1US$= 15700 VND 2.2.Wind Engineering Research Center 2. Table 3: Assessment of Disaster Severity in Different Geographic Areas [1] Item People killed Houses collapsed Rice fields submerged Shrimp. fish poll broken Ships sunk. 300 460 0 0 1.174 6.000 4.504.445 8.075 16. can still cause immense damage.000 7.000 28.290 607. and 1989 (10 typhoons).000.700.815 0 0 37.800 0 0 3.831 320 0 0 0 0 1.635.073 7.800.412 3.000 28. per event Wild Fires Aver.000 1.661. TYPHOON IN VIETNAM 3.710 5.972.300 1.000 3.000 2.770 83. The areas most affected by typhoons are coastal provinces in the North and Centre of Viet Nam.000. in many years.753 0 0 2.084.799 0 0 0 0 0 0 34.624. The frequency of typhoon evens in Vietnam: On average.502. per event 38 1 5 1 62 8 5 0 0 1.579 26. As the typhoon season progresses. 05: most areas usually affected by typhoons in Vietnam. At the beginning of the typhoon season.000 3.413 116 0 0 317 63 0 0 19. and are very unpredictable.328 0 0 39. However. Table 5: Top 10 Natural Disasters in Viet Nam sorted by numbers of people killed and affected [3] Disaster Wind Storm Wind Storm Wind Storm Wind Storm Wind Storm Wind Storm Flood Epidemic Wind Storm Wind Storm Date Nov-64 2-Nov-97 Oct-53 26-Sep-53 23-Oct-85 25-May-89 18-Oct-99 1-Jan-64 24-Jul-96 Sep-83 Killed 7.354 549.Tokyo Polytechnic University.Wind Engineering Research Center Table 4: Summarized Table of natural Disasters in Viet Nam from 1953 to 2004 Total # of Killed Injured Homeless Affected Events Affected Damage-US (000's) Drought Aver.502 3.000 1.750.682 2. 5of 29 . However.340. Fig.Graduate School of Engineering.559 6. the path of the typhoon passes through the country moving towards North to south from May to December (Figure 05). there were four to six typhoons stroked the coast of Viet Nam every year [1 & 4].700.079.034 27 0 0 73 15 0 0 8.762 4. typhoons in the South.000 2. in May and June. First Event: Sep/1953.501 *Events recorded in the CRED EM-DAT.568. per event Flood Aver.154 0 0 39.834 718.440 416.628 3.261 133 0 0 0 0 316.675 57. for instance in 1964 (18 typhoons).023.000 3.320. typhoons appear mostly in the North. per event Epidemic Aver. 1973 (12 typhoons).120 140 4. Last Entry: Dec/2004.355 709.000 798 751 622 598 585 578 Disaster Wind Storm Wind Storm Flood Wind Storm Flood Flood Flood Drought Flood Wind Storm Date 15-Sep-80 23-Jul-80 7-Jul-00 Oct-89 Aug-78 9-Oct-96 18-Oct-99 Dec-97 7-Sep-85 6-Sep-86 Affected 9.748 6. Typhoons are most frequent in the period from June to October.579 27. 1978 (12 typhoons). per event Wind Storm Aver. per event Insect Infestation Aver. Viet Nam is struck by 10 or more typhoons.027.289. per event Slides Aver.600 34. though less frequent.340.628 3.354 0 0 1.1. Graduate School of Engineering. 08c: Typhoons tracks 1998 Fig.Tokyo Polytechnic University. and c. 1998 and 1999 [2]. typhoons begin from South China Sea then move to Vietnam in directions of West. [2]: UNDP Project VIE/97/002 -. 06: The total number of Tropical Depressions. d shows the typhoon tracks in 1996.Disaster Management Unit Average number of typhoon per year Fig. Figures 8a.2. West-North or West-South. Fig. 07: Number of Typhoons by Year to hit Viet Nam [2]. Tropical Storms and Typhoons by month to hit mainland Viet Nam over a 53 year period from 1945 to 1998 [2]. 1997. 08b: Typhoons tracks 1997 Fig. b. 3. 08d: Typhoons tracks 1999 6of 29 . 08a: Typhoons tracks 1996 Fig.Wind Engineering Research Center Fig. The typhoon tracks Generally. .etc.] but most of top 10 worst damages is caused typhoons (table 5).Graduate School of Engineering.Wind Engineering Research Center 3. 2.. However. for each event)... all of documents asserted that the damages caused by typhoon are second ranking in Vietnam [1. Table 6: Summarized Table of damages cause by typhoon in Viet Nam from 1952 to 2000 GLIDE No. injured people. Typhoon damages in Vietnam: There are only some official summarized statistical documents of Vietnam on damages cause by Typhoon.. 1983/09/28 1983/11/10 1984/04/15 1984/11/. 1953/09/26 1953/10/. 1990/11/15 1990/10/23 1991/08/17 1991/12/28 1991/03/15 1991/07/13 1992/06/29 1992/10/23 1993/11/23 1993/03/16 1993/12/08 1994/08/28 1995/11/01 1996/07/24 132 176 70 76 453 658 21 134 670 401 101 22 101 20 104 52 151 19 68 15 17 251 8 21 14 17 130 3 73 30 16 585 6 11 12 16 16 20 57000 51 591 0 0 2230 980 5490 2000 4695 20520 11000 23000 386500 16 200 2000 455905 10000 10708 770 44945 31180 6000 491 762 106 108 0 4635000 336000 500000 600000 720000 600000 720000 491 4635762 336106 500108 0 2000 455921 10200 10708 776 47186 32172 11506 2016 25235 68000 23051 387091 21200 362000 400 18000 9500 1000 21000 324 508 94 289 257 2502 352000 1000 650416 225000 265000 580000 845324 508 1094 650705 225257 2502 352000 210 174 290 164500 250000 1000 2300 56 7000 23 89 100 150000 1000 6460000 8527000 1300000 150000 1000 6624710 8777174 1300290 700000 50000 700000 50000 50000 Killed Injured Homeless Affected Total of Affected Damage US$ ('000s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 ST-1952-0032-VNM ST-1953-0019-VNM ST-1953-0020-VNM ST-1956-0050-VNM ST-1964-0063-VNM ST-1971-0029-VNM ST-1971-0057-VNM ST-1973-0047-VNM ST-1977-0088-VNM ST-1980-0068-VNM ST-1980-0090-VNM ST-1982-0112-VNM ST-1983-0077-VNM ST-1983-0125-VNM ST-1983-0452-VNM ST-1984-0035-VNM ST-1984-0103-VNM ST-1985-0114-VNM ST-1986-0109-VNM ST-1987-0200-VNM ST-1987-0363-VNM ST-1988-0460-VNM ST-1988-0503-VNM ST-1989-0104-VNM ST-1989-0128-VNM ST-1989-0178-VNM ST-1990-0069-VNM ST-1990-0418-VNM ST-1990-0608-VNM ST-1991-0210-VNM ST-1991-0444-VNM ST-1991-0711-VNM ST-1991-0713-VNM ST-1992-0061-VNM ST-1992-0143-VNM ST-1993-0088-VNM ST-1993-0133-VNM ST-1993-0231-VNM ST-1994-0658-VNM ST-1995-0274-VNM ST-1996-0110-VNM 7of 29 . 1985/10/23/ 1986/09/06 1987/11/18 1987/12/.. economic loss . which made by United Nations Develop Project VIE/97/002. 3. 1971/05/01 1971/10/23 1973/11/10 1977/07/22 1980/07/23 1980/09/15 1982/10/18 1983/05/.3.Disaster Management Unit and that are not enough statistical data (e. 4. 1964/11/.. Dis. Name Year/month/ day 1952/10/. 1956/11/. 1988/10/10 1988/11/06 1989/07/24 1989/10/13 1989/05/30 1990/08/. homeless. number of killed people.Tokyo Polytechnic University.. Table 6 list damages cause by typhoons and strong wind in Vietnam from 1952 to 2000[4].g. Subset Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Storm Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Storm Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Typhoon Storm Storm Typhoon Typhoon Typhoon Typhoon Storm Typhoon Typhoon Typhoon Typhoon Zack Franki e& Lola Zeke Chuck Angela Kyle Fred Becky Dis. On the night of 02-Nov-1997. Typhoon Linda moved to the West and Northwest. on 03-Nov-1997.9 N latitude and 111. at a speed of 20 km/h. away from Viet Nam towards the West of the Gulf of Thailand.000 Notes: In Vietnam (2004). the centre of Typhoon Linda had moved westward to a position 80 km south of the TruongSa Archipelago (7. a tropical low pressure storm in the South China Sea north of the East Malaysian state of Saba escalated into a Typhoon. Elvis & Dawn Faith & Gil Linda Fritz Willie 1996/09/16 1996/09/. At 10:00 AM on 02-Nov-1997. Table 7 shows damages summary due to typhoon Linda 1997[2]. Typhoon Linda. 778 People missing No.5 million persons per year.. 312.4 million ton/year) or built 2.Tokyo Polytechnic University.727 Food & Food Production Agriculture Fishery Total Economic Loss Paddy Destroyed Paddy damaged Boats destroyed Ha. 595 millions USD can build Three Cement Plants (Capacity of 1.123 People injured No.9 million sqr. and situated 120 km east of the coast of Travinh province.232 Housing Houses destroyed No.000. Recent biggest typhoon Linda. 1997/11/02 1997/09/25 1998/05/08 1998/11/. 1998/12/16 1999/06/06 2000/06/12 2000/07/10 2000/08/20 2000/08/24 2000/08/24 2000/08/24 2000/09/10 9 33 3682 10 42 283 43 10 3 0 17 0 0 0 2 19311 29 0 4 100 3 4 69 65262 100 0 0 5630 0 130 10000 1596215 0 2005 0 0 500 0 15000 30007404 129 2005 4 5730 503 134 25069 32000000 3000 944275 35 7140 0 0 857 50 0 92 0 500 40000 3010 0 2400000 81635 0 0 383045 280000 200000 697225 280000 200000 1081127 50 500 2440092 84645 93000 15000 200000 5000 138000 3.8 E longitude). the center of Typhoon Linda had moved further westward towards Vietnam.9 E longitude).Wind Engineering Research Center Niki 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 ST-1996-0227-VNM ST-1996-0446-VNM ST-1997-0267-VNM ST-1997-0358-VNM ST-1998-0159-VNM ST-1998-0374-VNM ST-1998-0434-VNM ST-1999-0637-VNM ST-2000-0361-VNM ST-2000-0448-VNM ST-2000-0518-VNM ST-2000-0540-VNM ST-2000-0541-VNM ST-2000-0542-VNM ST-2000-0582-VNM Grand Total Typhoon Storm Typhoon Typhoon Tornado Typhoon Typhoon Tornado Storm Storm Typhoon Storm Storm Tornado Typhoon Chip. 2. 1. the centre of Typhoon Linda hit the southern tip of Vietnam (the area from Baclieu province to Ca Mau province) with wind velocities of 75 to 102 km/h (Beaufort Scale 9 to 10).year 1997 in Vietnam At 12:00 noon on 01-Nov-1997. Soctrang province and Baclieu province (8. Thereafter. US$ 21. 34.4 N latitude and 106.456 Houses damaged No..557 Education Schools destroyed Room 1. At that time.4. the strongest wind velocities near the centre of Typhoon Linda ranged from 60 to 90 km/h (Beaufort Scale 8 to 9) and even higher.m of apartment or enough food to supply to 1. Ha. 8of 29 . By 13:00 PM 01-Nov-1997. Table 7: Damage Summary caused due to Typhoon Linda (dated report 6th-January 1998) Class Category Item Unit Amount Humanitarian People People killed No.Graduate School of Engineering.743 71242 2897 593. No.424 Schools damaged Room 5. Tokyo Polytechnic University. Source: Labor Newspaper Date: 14 June 2004. date 13 June 2004.5. Quinhon-City Fig. section 11. Some examples of typhoon and strong wind damages: Damages cause by typhoon Fig. 14: An R. 2003). 15: Fishing boats broken or sunk due to storm wave Source: Labor Newspapers Date: 11 March 2004. 9of 29 . Binhdinh province and adjacent central provinces. electrical. Tranphu-precinct. 08. Nov-2001 Family of Mr.Wind Engineering Research Center 3. Huynh Đuc Thang. 12: A house is collapsed cause by storm No.Graduate School of Engineering. Fig. 13: Storm No. Fig. 2. 9: A house after Typhoon passed Fig. 10: ThuaThien.C.column are broken cause by storm (Hanoi. 11: A picture usually sew in the typhoon season of Central of Vietnam Fig.Hue province in typhoon season 1997 (Vietnam Television Agency) Fig. Team 7. Date 29 -May 2004. Langha Street. HoChiMinh city. QuangNinh province. Quangnam province Fig. 10of 29 . Date 14 -Apr 2004. 20: Some wood-house had collapsed Cause by whirlwind.restaurant named Zambo is wrecked cause storm No. 19: Metal Roofing of a small school had overturned cause by whirlwind.Wind Engineering Research Center Fig.suburb of Hue city. TanBinh district . Glass thickness: 10 Fig. date 26-August 2003 Fig.roofing of a brick-house had overturned cause by whirlwind. Nam Dong. Source: Vietnam Net. 22: A glass Window is broken cause by whirlwind. Date 20/05/2003. 5. Damagescause byby whirlwind and strong wind Source: Vietnam Net. Source: Vietnam Net date 26 –Jun 2003.Tokyo Polytechnic University. 16: Floating. Fig. 5. date 26-August 2003 Fig.HoChiMinh city Fig. 18: A classroom is damaged cause by a whirlwind. Fig. Fortuna Hotel. Hanoi.district. 23: An advertisement column is broken cause by whirlwind. BinhTriDong precinct. Vinhlong province. Source: Vietnam Net. Date 27 -March 2005. QuangNinh province. Saigon Super-Market. 21: Tile. date 03-May 2005. 17: A tree fallen cause by storm No.Graduate School of Engineering.Binhminh. Tropical depression.Bureau for Prevention and Mitigation of damages cause by flood and storm.Disaster Management Unit.asp 11of 29 .vn/dmu/ EM-DAT: the OFDA/CRED International Disasters Data Base. [5]. [6].jp/ Vietnam Net. Vietnam. Salt water intrusion. Whirl-Wind. Hail rain. Typhoon. [3]. The World Conference on Disaster Reduction. website: http://www. References [1]. [2].vnn. Japan.Graduate School of Engineering. 18-22 January 2005. http://www. [4].org. Land slide.em-dat. Flash flood. Earthquake and other… The most damage caused by Flood and Strong wind (mainly Typhoon and Whirlwind). Forest fire. National report on disaster reduction in Vietnam.vn/ Vietnam. which almost did not built by engineer.vnn. Inundation. However.net/ Asian disaster reduction center.or. Drought. website: http://pclb. website: http://www.undp. the database of damage due to strong wind was not enough statistical data of each event. Actually.adrc. The damage caused by typhoon and other strong wind was serious. the professional statistical work only began from 1997. The Building damage caused by strong wind mainly almost concentrated to small building or small structures. KobeHyogo. UNDP Project VIE/97/002 -. website: http://www.Wind Engineering Research Center CONCLUSION Vietnam is one of the most natural disaster-prone countries in the world and there were a lot of kind of natural disaster such as Flood.Tokyo Polytechnic University.vn/Default. Wind Engineering Research Center PART II: WIND LOAD STANDARD FOR BUILDING IN VIETNAM 1. which are suitable to their industry. named Load and Actions. This problem will be decided by authoritative-organization (e.Weights of building (structures. materials. effecting of foundation-deformation when soil-structure was changed caused by landslide. exploding load. stream-flow. etc…). which possible happened.The long-term temporary loads was defined such detail in this code. the current Wind Loading used for Building design is a part of Vietnam-National-Standard. The outline of (TCVN 2737-1995) shows as follow. the (TCVN 2737-1995) device loads to 2 types. . substructures. etc…. permanent (frequent) loads and temporary loads (included: long–term. The (TCVN 2737-1995) is issued by Ministry of Construction of Vietnam and is mandatory-standard in Construction industry. motorway. Classification of loads Depend on duration-time of acting. Government).1. 1. This Norm also does not deal with load and action of very important buildings. The “frequent component of live load” is one of types of long-term temporary loads. loading and unloading of cargo. which used for designing of Structures. Summary In Vietnam. 1995 [1]. (TCVN 2737-90) and (TCVN 2737-1995). . Atmosphere effecting has to refer the climatic-values of “Vietnamese-Current-Climatic-Code for design” or values supply by Hydro Meteorological Service of Vietnam (HMSV). sea-wave. which happened cause by the working of railway.g. earthquake.Tokyo Polytechnic University. effecting of changed temperature or humidity.2. acting of equipment and machines in constructing-duration-time. The permanent loads include: . other industries as transportation. (TCVN 2737-1978). 1. short-term and special load). (TCVN 2737-1995) does not stipulate for the Loads and Actions. this code mainly guides to estimate of Dead load (D). . The “live load” and “wind load” also knew as short -term temporary loads. serious effecting (load) cause by technical and running-equipment (e. effecting of fire and other… In summary. This load code was originated firstly in 1961. and has four update versions. Scope of applications (TCVN 2737-1995) stipulates for the Loads and Actions. With repaired-building.The special-loads includes: earthquake load. Example: weight. . whirlwind.Norm for design (TCVN 2737-1995). the load using for design-work should be determined by surveying-values on construction site. This component can understand as dead load in foreign-standards. Live load 12of 29 .etc…. Some examples are weight or action of equipment and machines in working-time.Weight and soil pressure and other (these loads do not change in construction-duration-time or in usingtime of building) The temporary loads: . However. and all designers have to consider them in design-work. including (QP 01-61). and persons in repairing-building-time. Loads originated when the car or train rushed to building. dynamic effect due to running-equipment and others. Based on (TCVN 2737-1995). electricity.g. temperatures. Foundation and Buildings. irrigation (water resource). and other part). (TCVN 2737-1995) stated all kind of loads or actions. etc…Should to make the Private-Load-Standard. which has valid since 19th-Dec. post office.Graduate School of Engineering.The short-term temporary loads also was defined such detail in this code. 13of 29 . denoted by ψ. The dynamic-pressure component must consider in some cases that satisfy the following criteria: .0 and 0. The method makes BLC as follows: . . The (TCVN 2737-1995) also has detailed-instruction for choosing ψ and the value depends on character of building and the number of load type.The case has one (permanent load) and more than two (temporary loads): ψ=1.0).(SLC) includes (permanent loads) and (long-term temporary loads) and (short-term temporary loads may be occurred) and (one of special loads). (Design load) = (Basic load) (γ).(BLC) includes (permanent loads) and (long-term temporary loads) and (short-term temporary loads). the wind load includes two component.0 m. m/s) using in design depend on the 3-seconds mean wind speed of 10 m height in flat. The TCVN 2737-1995 also has instruction for choosing of γ and the values depend on purpose of analyzing (e. where the Basic-load and over load factor are stipulated in (TCVN 2737-1995).Wind Engineering Research Center (L).9 are combination factors.9 for (long-term temporary loads) and (short-term temporary loads). buckling. Combination of Loads Depend on character of building and the loads and action in considering. denoted by γ (normally γ >=1.BLC-2= 1. mean-wind-speed (Vo.High-rise buildings which the height (H) is taller than 40. 1. Outline In the (TCVN 2737-1995).g. Wind Load of TCVN 2727-1995 2. office building.9W (one frequent load and two temporary loads) Notes: values of 1. cracking. the load combination includes basicload-combination (BLC) and special-load-combination (SLC). 1. school. The static -pressure component always must consider in any cases. Generally.0 for (permanent load) and (temporary load).BLC-1= 1. 2]. For calculating of wind load. In this case.9L + 0. reliability-factor of load understood that is over load factor.Tokyo Polytechnic University. open country with a return period of 20 years. (SLC) have to refer another specifications or recommendation.g. This standard shows method to determinate wind load of buildings and other structures that responds elastically in strong wind.0 for (permanent load) and ψ=0. . Wind load (W) and Crane load (used for industrial-buildings). Wind load definition and scope of application. There are only acting of dead load. The loading combination factor.2. deformation. A simple example of BLC A new civil building (e.1.4. According to (TCVN 2737-1995). 2. two loadcombinations using for structural design as follows: .3. live load and wind load.The case has one (permanent load) and the other load (temporary load): ψ=1.0D + 0. apartment…etc…) will construct in an area without earthquake and another special actions. Concepts of (Design load) and (Basic load) In the TCVN 2737-1995.Graduate School of Engineering. behavior capacity of section. (TCVN 2737-1995) is divided into 5 zone of wind pressure [1.0L (one frequent load and one temporary load) . that are static-pressure component and dynamic-pressure component. deflection…etc…). .0D + 1. 2. Seismic load (E) and other actions or effects have to refer another recommendations or specifications. . The influence by typhoon is weak in locations of I-A. for more flexible and slender building (or structures) have to check of aero-elastic instability.Frames of one story industrial-building.2 (criteria wind pressure is termnology in wind pressure map. described in 2. 2.72 0.3.91 40 0.In addition. stack. . With complicated terrains as ravines.3. . II-A. then could be used the adjust-factor (at) to determine design wind load (see table 7).5) ρ2 V o = (0.g.3.1. . (Design wind load) = (Basic wind load) (γ) (at) Assumption life time of building (years) at Table 7: The adjust. Determination of basic static pressure of wind load: 2.83 30 0.3.Tokyo Polytechnic University.Graduate School of Engineering.3.2. Equation For main structure. Determination of Wo (TCVN 2737-1995) shows detail of Wo value referring to Wind pressure Map (Fig. III-A. Location in Map Wo (daN/m2) I-A 55 I Table 8: criteria wind pressure depending locations II III I-B II-A II-B III-A III-B 65 83 95 110 125 IV IV-B 155 V V-B 185 With locations I-A and I-B.c: aerodynamic shape factor. the “Basic Static Pressure” of wind load should be calculated from equation (5): W = Wo k c (5) Where: .Wo: criteria wind pressure (daN/m2) depending on the location of Vietnam. which the height of building (H) is taller than 36.0613) V o (6) Where: . gulch defiles and other. 24) or administrative location name of Vietnam.225 kg/m3 can be used). described in 2.96 50 1. hill-areas. . . etc…).5 (L is span of frame). .3.factor. γ=1. If the lifetime of building is shorter.4. (TCVN2737-1995) has not defined any instruction for this problem and has to refer another specifications or recommendation.2 with assumption-lifetime of building is 50 years.3. power transmission tower. the values in table 8 only used for designing of building in terrains as mountain-areas. 14of 29 .Vo: mean wind speed (m/s) corresponds to the 3-seconds mean wind speed over category B (table 9) at an elevation 10m with a return period of 20 years. The value of Wo gets from Table 8. If houses or buildings located in the mountain-areas or island-areas which has the same level and category and be placed closed to climate station then should be referred the values of Wo what be attached to appendix of TCVN2737-1995.0 2.W: basic-static-wind-pressure at height z (daN/m2).Some flexible and slender buildings. plan-areas and valleys-areas. what are sensitive to wind-action (e. The wind load normally acted on surfaces of building defined as wind force over unit area. chimney.Wind Engineering Research Center .0 m and the ratio (H/L) is larger than 1. The reliability-factor (over load factor) of wind load (γ).k: the factor consider to the variation of wind pressure depending on the height z and terrain category (wind pressure profile factor). Wo also can understand that is mean wind pressure ).61 0. described in 2.ρ: air density (1. However. the Wo should be supplied by (HMSV) or should be determined base on equation as follow: 2 2 Wo = (0. at 5 10 20 0. claddings and component (element). 3. Fig.29 1.level ( Fig.79 1. large lake. a few scattered obstructions what the height is less than 1.47 5 1.With intermediate-level.84 1.00 0.Graduate School of Engineering. . 15of 29 . 0. sea.08 0.14. 25) to point in considering on building.37 1. villages. 2a Values of k should be referred table 10: Table 10: the k-value Height.Tokyo Polytechnic University.00 0.5 m (e. 24: Map of Wind pressure regions in Vietnam Notes: In the cases what the surrounding building topography are not flat so the height (z) for determining of k should be referred as follows: .Case 2: If the ground slope. k-value could determine by elastic-Interpolation-method.70 350 1. Open.52 250 1.63 1. i ≤ 0. the it’s category (A or B or C) is chosen depend on contruction site topography.03 60 1. a=0.08 80 1. a few scattered obstructions that the height is less than 10 m (e. thin-forest. k-value depend on each category z(m) A-Category B-Category C-Category 3 1.84 Notes: .57 1.51 1.84 1.3< i < 2 so height z is calculated by the distance from Zo.25 150 1.18 1.80 0.45 1. 25) to point in considering on building.84 1.84 1.09.g. a=0.18 100 1.884(z/zg) Category A: zg= 250m.84 1. large rier. Category B: zg= 300m.g. etc…).78 1.74 20 1. Determination of k-value The terrain definition as table 9: Category A B C Table 9: the terrain category Construction site conditions Exposed open. thick forest…etc…) Note: With each building. which do not change in distance of 30h (when H ≤60m) or 2 km (when H>60m) from windward-surfaces of building.07.62 300 1. .51 1.84 1. .40 200 1.89 40 1.Case 3: If the grounds slope.3 so height z is calculated by the distance from ground level (the position what building located) to point in considering on building.07 0. dense wood.43 1. zg is gradient heght. k is defined by equation as follows: k= 1. a=0.13 0.level ( Fig.84 1.Wind Engineering Research Center 2.47 1. H is height of building.The different wind directions may be getting the different terrain category.54 10 1.62 1.34 1.22 0.72 1. sampling-forest.24 1.g. suburb or town that scattered domestic house.78 ≥400 1. etc…).97 50 1.3. city. Category C: zg= 400m.88 0. no significant obstructions. grassland without tall tree.80 30 1.Case 1: If the ground slope.38 1.66 15 1.28 0.71 1. a lot of obstructions close to each other and their height is more than 10 m (e. 2 ≤ i so height z is calculated by the distance from Zo. Not open. in which their shapes are omitted (absented) from (TCVN 27371995) then aerodynamics factor have to refer the wind-tunnel-test-results or other recommendations.25: Zo plan to determinate height (z) 2.Tokyo Polytechnic University.4 -0.8 -0.0 -0.Wind Engineering Research Center Fig. of wind load action and aerodynamics shape factor in detail of 43 typical shapes of building. if buildings.6 -0.7 +0.6 ≥ 2.6 -0.5 1. (direction is orthogonal to the wind direction what showed in Fig. Determination of c-value 2. Fig.Graduate School of Engineering.8 -0.3 -0.3. The c-value for analyzing frame structures The (TCVN 2737-1995) gives an introduction in diagram. Vietnamese version).2 +0. 26: c-factor for building with roof of two-way slopes. The c-value in considering to local pressure zone 16of 29 .6 Note: If the wind blows to gable of building.4.2 +0.0 -0.4.4 +0.8 -0.8 ≤ 0. 26) then the values of Ce1 and Ce2 are -0. The aerodynamic shape factor also is defined external and internal aerodynamics shape factor An example: determination of aerodynamic shape factor (c) of closed building with roof of two-way slopes in (TCVN 2737-1995).4.0 -0.4 -0.0 -0.1.) 0 20 40 60 ≤ 60 (h1/L) 0.5 -0.3.3. In the case. Cfactor Ce1 α (deg.4 -0.0 ≥ 2.4 +0. and other.2.8 +0.5 Ce3 when (h1/L) is 1.8 -0.0 0 0 +0.7.5 -0.7 -0. 2. claddings and element (Refer TCVN 2737-1995.8 -0.4 ≥ 2.5 Ce2 b/L ≤ 1. structures. 2). the (TCVN 2737-1995) divides four cases to determine basic dynamic pressure of wind load as follows: . 0.4.ζ: the dynamic pressure-factor depending on the height (z) and terrain category.Graduate School of Engineering. D-factor could ignore if slope angle α ≤ 100 (α: see Fig.1B. see item (2.2).4.W: basic-static-wind-pressure at height z (daN/m2) is calculated by equation (5). 26) Notes: for determinates the total forces on building should not be used D-factor.0 for ZONE (1) and 1. f2 (Hz) is natural vibration frequency for the second translational mode in along wind direction (mode 2) .4.Wind Engineering Research Center At the zones in building.1h) factor in design.5 for ZONE (2). 27: zones have to considering local pressure factor in design Fig. the basic wind dynamic pressure (Wp) should be calculated as follow: Wp = W ζ λ (7) Where: . 26: zones have to considering local pressure Note: a≥1.1L. .Case II: f1 < fL and the building and component of structures with be analyzed as single-degree-of-freedom system. Note: a≤1.Tokyo Polytechnic University. see Fig. 0.1.4.5 m and a=min (0. Determination of Basic Dynamic Pressure value of wind load Based on values of the natural vibration frequency of building in considering (denoted by fs(Hz) for mode s) and the limited value of natural vibration frequency.Case IV: fs< fL. D=2. which the values of external-aerodynamics shape factor is minus. see item (2. . 27. then in strengthcomponent-design has to considering “local pressure”.4. which is defined in this standard (denoted by fL (Hz) and these values shows in table 11). In this case: clocal= c D. the value is referred table 12.3).5m and a=min( 0. 17of 29 . 0.1B. f1 (Hz) is natural vibration frequency for the first translational mode in along wind direction (mode 1) . 0. Where: D is the factor considering to local pressure. fs (Hz) is natural vibration frequency for s-th mode in along wind direction (mode s).Case III: f1< fL < f2. Fig.1). Case I (f1 > fL) In this case.1H) 2.Case I: f1 > fL. see item (2. 2.4.1L. see item (2. 28: The coordinates system is used for determination of λ ρ (m) 0.262 0.63 0.303 0. I-B 1.242 0.684 0.30 ∆= 0.59 0.53 0.51 0. value ∆ is 0. II-B 1. frames of one-story industry building.318 0. Bick wall building and S.Graduate School of Engineering.47 160 0.∆: logarithmic-damping-ratio of vibration Height. Case II (f1 < fL) This case applied for buildings and component of structures which analyzing-model is as a single-degree-offreedom system (e.15 I-A. The table 13 shows the definition of ρ and עwhen wind direction is X direction (see Fig.57 0.70 0.517 0.358 0.85 0.621 0.56 0.371 0.754 0.56 0.9 Notes: .414 0.398 Table 13: the definitions of ρ and ע (Wind direction is direction of X-axis) Plan ZOY ZOX XOY ρ b 0.511 0. building which has surrounded wall.1 3.S.436 0.44 0.72 0. Frames).64 0.80 0.68 0.89 0.84 0.W.g.78 0.4a b ע h h a Fig.6 5.R. Table 14 shows the value of λ in each case of ρ and .73 0.251 0.450 0.81 0.239 0.50 is 80 0.76 0.267 0.30.63 0.7 5. III-B 1. value ∆ is 0. ζ. building.364 0. 28).88 0.1 5 10 20 40 80 160 5 0. towers.61 0.87 0.429 0.15.231 0.S stack or steel truss tower which R.88 0.289 0.67 0.275 0.353 0.Tokyo Polytechnic University.C.λ: the factor considering to the effect of ratios between surfaces of building (spatial interrelated ration).65 0.246 0. z(m) ≤5 10 20 40 60 80 100 150 200 250 300 350 ≥480 Table 12: the ζ –value ζ -value depend on each category A-Category B-Category C-Category 0. S.381 0. the Wp should be calculated by equation (8) as follows: Wp = W ζ ξ λ (8) Where: .44 350 0.95 0.g.9 5.4. In this case.61 0.ע Table 11: the limited value of natural frequency Wind-pressure fL (Hz) locations ∆= 0.48 0.258 0. (TCVN2737-1995) give out the determination of λ in the case that surfaces of building are rectangular only.0 IV-B 1.72 0.63 0. sidewall that received wind load and transfer them to main structures of building (e.53 10 0.457 0.236 0.3 4.S. The value of λ when ע 20 40 0.343 0. .2. . water tower or other…etc…).73 0.54 0.468 0.S. foundation.83 0. leeward wall.38 2.1 III-A.496 0.532 0.84 0.C.416 0.71 0. λ : refer equation (7) 18of 29 . the λ-value is determined base on referring the value of ρ and ( עtable 13 and 14).92 0.425 0.67 0.Wind Engineering Research Center . The surfaces had to considering in analyzing are windward wall.4 II-A.77 0.563 0.76 0.53 Table 14: the value of λ.52 0.403 0.486 0.6 V-B 1.395 0.51 0. value ∆= 0. .2 Wo)1/2)/ (940f1). .Wind Engineering Research Center . which centroid is at height z.4.C Building.Tokyo Polytechnic University.C Foundation. value ∆=0. steel truss tower. which are constant in height of building.3 Graph (2): using for S. 29). (s) is defined by requirement as fs< fL < fs+1. f1 and Wo should be referred by above equations.y: horizontal displacement of building at z-height of mode 1-natural vibration in wind direction.4. . ξ ε Fig. Where. . S. Ψ = (∑ y k =1 r 2 W pk )/ ( ∑1 y k M k ) (10) k k= r Where: .S Building (has surrounded wall).4. . (TCVN 2737-1995) also shows the diagram (∆.Graduate School of Engineering. which R. h.z. With the buildings has symmetric plan.Wpk: uniform basic dynamic pressure of wind load of building-part (k) what be calculated by equation (7) Otherwise. if buildings have symmetric plan and weight and the windward wide. 2.15 2. 19of 29 . Case III (f1< fL < f2) This case also applied for the buildings have symmetric plan only and f1< fL.ψ: the factor is determined by divides building in height to (r) parts what the wind pressure is constant on each part. then Wp could be calculated by equation (11).3. could use values of y due to cause by horizontal distribution forces.S stack. ε) to determine ξ (Fig.Yk: horizontal displacement of the centroid of (k) th building-part of mode 1-natural vibration.ξ: the dynamic-factor is determined based on ∆ (table 10) and factor ε= ((1. Ψ is calculated by equation (10).S tower. ξ should be referred above equations. Brick wall and S. 29: diagram for determining of ξ Graph (1): using for R. Wp = 1. the building should analyze in considering to modes of vibration from 1st-mode sth-mode.m: weight of building part. The value of Wp should be calculated by equation (9) as follows: (9) Wp = m ξ ψ y Where: .4 (z/h) ξ Wph (11) Where: . Case IV (fs< fL) In this case.Wph: basic dynamic pressure at h-height (top of building) should be calculated by equation (7).Mk (daN): weight of (k) th-part of building.ξ : the dynamic-factor referring equation (8) . calculated by the method in (2. [2].Wind Engineering Research Center 2.Tokyo Polytechnic University. TCVN 2737-1995. calculated by the method in (2.Norm for design (Vietnamese version). projected area at height z (m2) Notes: basic-dynamic-wind pressure (Wp) must be considered in some cases as defined in item (2. 20of 29 . calculated by the method in (2.2. Procedure for estimating design wind loads The design wind loads is calculated from equation (12) q = (W + Wp) γ at A Where W: Wp: γ: at: A: (12) basic-static-wind-pressure at height z (daN/m2).2). Tran Viet Lien.2).4). Tokyo Polytechnic University. γ=1. over load factor. Besides. On the wind pressure zone map of the Vietnam territory. References [1]. Nguyen Dang Bich.3). Nguyen Vo Thong (2004).5.Graduate School of Engineering. the adjust factor. Proceeding of Workshop on Regional Harmonization of Wind Loading and Wind environmental Specifications in Asia-Pacific Economies (APEC-WW). Wp is zero. Nov-2004. Load and Actions. basic-dynamic-wind-pressure at height z (daN/m2). C or S truss R.C Bored pile.C R.C or S R. P. R.C: reinforce concrete.C F R.C Roof R.C R.C: Prestressed Concrete Table 16: Main structural solutions for Civil Buildings Number of Stories 1 to 2 stories (5 to 10m) 3 to 5 stories (12 to 20m) Foundation Brick F or Stone F or R.C R. Office.C R. Resident and other…) mainly used R.F: Footing (foundation).C or P. managed and policy system. and others. natural condition.C: reinforce concrete. which built by themselves (not by Construction Company and engineer). Heavy Industrial Building (Building Material.C Bored pile or R. food and seafood processing. The structure had been used S-Structures. which using flat slabs and without beam. available material.C or P. metallurgical. Stadium. Apartment.C R. mechanical.C: Prestressed Concrete. social condition.C spread F or R.…).C Barret Wall Or Glass (42 to 135m) Legend: . driven pile Main Solutions Material had been used for Main structures Shear Column Beam Floor slab -wall R. Structure are multiform and depend on the private character of each projects. R. requirement-time to constructing. S: Steel.C R.2m may be using Prestressed Concrete for Beam.Buildings.C panel Roof Cladding and Surrounding wall S-truss and Brick covering by metal or Glass sheets or Metal sheet Legend: F: Footing (foundation). which are less than 6 stories and beam span more than 7.C Structures (see table 16).C R. PRB mainly made by R.C) or Steel (S) for supporting structures (see Table 15) Civil Building (Hotel .C Structure. the using of R. School. Hospital. SITUATION ON BUILDING STRUCTURES 1.Tokyo Polytechnic University. Nowadays. Besides. the developing of construction industry depend on characters such as economic level.C Or Glass (25 to 50m) 15 to 35 R. truss) and tile-roof (or metal-roof).Wind Engineering Research Center PART III: SITUATION ON BUILDING STRUCTURES AND USING FOREIGN STANDARDS IN VIETNAM 1. Exhibition hall…) mainly had been used Space-Steel-Truss for Roof and Reinforce Concrete (R.C or S or S or S RC R. wood truss (or S. 21of 29 . Out line of solution for Building Structures in Vietnam In Vietnam. in Vietnam there are many Private Resident Buildings (PRB). S: Steel.C R. designed-level.C R.C R.…) normally is low-rise building.C driven pile R.C or S truss and covering by metal sheets Cladding and Surrounding wall Brick or Glass or Metal sheet Brick Or Glass 6 to 12 Brick stories R. there are only some wood houses in mountain areas and rural areas. Light Industrial Building (textile. Brick stories R. may be using Prestressed Concrete for Slab. manufacturing-level.Graduate School of Engineering. and others. available material. but also depend on some particular characters such as architect solution.C R.C raft F Main Solutions Material had been used for Main structures Shear Column Beam Floor slab -wall Brick R.High rise building.C Structures and S. The solution of building structures are not only depend on above reason. Large-low-rise-storage.C Brick or R. The solutions of building structures had built during last 10 years could be classified as follows: Large Span Building (Gymnasium.C R.1. . . P. In the town and countryside mainly made by brick-wall. Supermarket.C R.C. Table 15: Main structural solutions for Large Span Building Foundation R. In the big city.C R. m. School.Graduate School of Engineering. Office. wide-84m. 1. Large Storages…etc. Temples or traditional cultural buildings.C. mainly. Largest span structures(2004) Covering by metal sheet Fig. which has requirement of high aesthetics such as Stadiums. and small-pleasure-house in the spa or beach…. mainly will be used R. Height: 35~48m. Wide-80 m. (Completed 2004) Roof Area: 8600 sqr. Some pictures of Building Structures in last 10 years. In next 15 years. Hanoi Capital. Complex Gymnasiums. Wood (timber) Structures: only be used in some special cases such as maintaining (repairing) of Pagodas.m. Roof: length-160m. Roof size: Lengh-100 m. 31: QuanNgua. there are some projects. mainly will be used S-Structures and Composite-Structures especially in high-rise building ( Up to now. Main span: 60m Space S-Truss (Mero System) 22of 29 . Columns Fig. There is some typical building in Large Cities or Large Industrial Projects. Supermarket.3. mainly will be used S-frames. main-span: L=70m. Tendency and prospects on solution of Building Structures in Vietnam Large Span Building: Roof structures. High strength steel material will use for these building. the Architectural characteristic are various in region. Exhibition & Fairs…etc. With other Large Span Building such as Supermarkets. Resident and other…) In next 10 years. Hospital.Tokyo Polytechnic University. Hotel. The Prestressed Concrete Flat Slab will be applied to many Buildings such as Office. 30: Haiphong Exhibition & Fair Building Haiphong City. which more than 40 stories-height will built in next 5 years and using SStructure and Composite Structure) Industrial Building: mainly will be used Steel-Structure as much as possible cause by the requirement of shortertime in construction work. Civil Building (such as Hotel .Gym.Wind Engineering Research Center 1. Auto Garages. Apartment.2. Large Span Buildings Space S-Truss (Mero System) S. In Vietnam.Structures. and Hospital cause by architectural-characters and requirement of shorter-time in construction work. (Copletted 2004) Total area: 10000 sqr. will be used Space-Steel-Truss for Buildings. mainly surround wall are made by brick 23of 29 . high-rise building (≥ 12 stories) mainly located in Hanoi and HoChiMinh City ( Two biggest city in Vietnam).Wind Engineering Research Center S.m.frames. ( Mainly using for Light Industry in Vietnam) Fig. Surrounding Brick wall Glass Cladding Fig. trade center or hotel building.Tokyo Polytechnic University. R. 34: Saigon Trade Center. HoChiMinh City.Nghison Cement Plant. In the apartment buildings. covering by Metal Sheet S.frames Fig. HoChiMinh City 30 Stories. The number of high-rise buildings in Hanoi are more than 30 and HoChiMinh are more than 77 (2004). 35: ThuanKieu Plaza. Office. Office and Apartment. Height-145m (Tallest Building in Vietnam.C Slabs.C and S-Structures.purlin S. 33: Coal Storage. mainly surround wall are made by glass Fig. Completed 2003. P. Area: 8251 sqr. 32: A typical low-rise and large span building. Thanhhoa Province (Completed 2000). R. 33 Stories. In the office. 2004) Completed 1997. Span: 53m High-rise Buildings Up to now.C structures. Height-130 m. Beside there are about more than 70 other-undercontruction-highrise buildings.Graduate School of Engineering. Wind Engineering Research Center Brick Wall R. Columns.C Roof and covering by decorative tiles ( Tiles pasted on R.Tokyo Polytechnic University.C Roof Metal Roof Fig.C Roof by Cement mortal) R.C Frame and R. 37: Some typical Private Houses (in Hanoi and HoChiMinh City) Structures: R.C Structures (Shear wall.C Beam Fig. Beams and Floor Slab ) Surrounding and Inside Brick Wall Low-rise Buildings Metal Roof R.C Column R.C Floor Slab and Brick wall 24of 29 . 36: Typical Structures for Apartment Building In Vietnam among last 10 years( 6 to 18 stories) R.Graduate School of Engineering. Cuba. China. The document No. UK. . Foreign Standards had used in Vietnam Before 1975 . Vietnam used standards from foreign countries or organizations such as US. UK. using. constructing. EURO. Japan.From 1990 up to now. iii) Economical saving. ISO and others. The document No. Japan and Australia. Russia. innovation and integration with foreign standards (Source: Ministry Of Construction. maintaining and other) . the Document No. and France.2. Russia. . SITUATION ON USING FOREIGN STANDARDS AND RENOVATION OF BUILDING CODES IN VIETNAM. China. ii) Satisfy to Requirements of Ecological and Environmental Conditions of Vietnam. In chapter 3: has instruction of processing to get the agreement letter.From 1975 to 1990. UK. Vietnam used standards from foreign countries such as Soviet Union (strongest influence). Purposes of this project are giving solution to renovate Vietnamese Standard Systems in Construction. Normally. France. who also is Vice Minister of Construction). Nguyen Van Lien. 2. which the tendencies are.Must be satisfied to the requirements of current Vietnamese standards. EURO. Germany (GDR). The Vietnamese Government had asked Industries to make a plan to solve this problem. Japan and ISO.Must be used the data related to some private conditions of Vietnam such as Natural and Climate conditions and Geological conditions and hydrographic conditions and Zoning and intensity of Earthquake .Tokyo Polytechnic University. China. also stipulated the Basic Principles of Using Foreign Codes in Vietnam as bellows . France. Legal documents of allowing of Foreign Standards in Vietnam Before Construction Law issued (Dec-2003). Germany. In Construction Industry. . There were only standards of Countries and Organization such as ISO. Ministry of Construction or Ministry of Transportation or Ministry of Industry will decide this problem (depend on character of each Project) After Construction Law (Dec-2003). US. the renovation of standards had been interested early.In the North of Vietnam had used standards from foreign countries such as Soviet Union (strongest influence). A research project named “Researching on synchronize Vietnamese standards systems in Construction“had finished but not published (Leaded by Prof. Cause by some historical reasons so there was many Foreign Standards used for Construction works in Vietnam. Date 19th-March 2005. The strongest influence foreign standards are US. dated 07-Apr 2005 (4 pages). France.Oganizations.In the South of Vietnam had used standards from foreign countries such as US (strongest influence) and other Western countries. building (also for building what located near by the building in considering).Make sure that Products and Building after construction will be: i) safety for people.gov. Vietnam is mixing with World Trade so the renovation and harmonization of standards become to very important problems. issued by MOC informed on Regulation of using Foreign Standards in Constructive Activities in Vietnam. 09/2005/QD-BXD.Graduate School of Engineering. Renovation of Standards System in Construction Industry. Nowadays. After 1975 . 2. Duration 1990~2003. Germany (GDR).moc. 07/1999/TT-BXD issued by Ministry of Construction (MOC) informed problems of using Foreign Standards in Vietnam. Clause 6 informed that Foreign Standards could be used in Vietnam if got the agreement letter from Authority. 09/2005/QD-BXD.1. Website http://www.3.Wind Engineering Research Center 2. 2. could be used in Vietnam if got the agreement letter (applied for each project) Construction Law (Dec-2003). Swede. Germany (FRG). Cuba. Japan and other. Australia. and others.vn/) Solution and route: 25of 29 .Make sure that the synchronism and realizable in all constructive duration ( designing. EURO. there were a lot of meeting to discuss on this problem but no result and deciding in detail. Hanoi Capital Total length: about 5. 40: Thanhtri Bridge. Renovating.0 km. Principle of Foundation Design and other standards using of construction-site-work…) and encourage of using New Vietnamese Building Code. Japan Standards and American Standards should be used as fundamental-standards-system for making New-Vietnamese-Building-Code. amending and completing Current Vietnamese standards in order for using in duration 2005>2010.Tokyo Polytechnic University.28 km.Haiphong City Total length:1. Load and Action. most strongest influence standards are Principle of Building Design.Graduate School of Engineering. 38: Binh Bridge . available material. Steel Structures. Official using of new Vietnamese standards as soon as possible (after 2010).4. Completed in 2000 26of 29 . Will be completed in 2006 Fig. 2.0 km. Changing and amending of academic books. 41: Nghíson Cement Plant (1. According to successful in using New-Vietnamese-Building-Code should be cared to some private characteristics of Vietnam such as economical level. 39: Baichay Bridge – HaLong City Total length:1. Will be completed in 2006 Fig. Thanhhoa Province. manufactured level…In addition. Some example of Using Foreign Standards for Structural Design in Vietnam Japanese Standards Fig. Reinforce Concrete Structure. will be published New-Vietnamese-Building-Code (mainly. the training and retraining for structural designers . student also lecturers in University and other (the persons usually use Building Codes) are very important. un-available material.4million ton/year). lectures and other documents in universities. Completed 13-May-2005 Fig. Before 2010.Wind Engineering Research Center - - One of systems such as EURO Code. 42: Nikko Hotel. 45: Melia Hotel.Hanoi Capital Nikko Hotel. Completed 2000. 47: Sheraton Hotel Hanoi. Completed 2000 Fig. 20 stories Fig.Tokyo Polytechnic University. Tiengiang-VinhLong Provinces Total length: 1.5km.Graduate School of Engineering. 22 stories 27of 29 . 46: Sofitel Plaza Hotel Hanoi. Hanoi Capital. Halong City Completed 3 of 10 Wharf and used from July-2004 Australia Standards Fig. Completed 2000 EURO Country Standards Fig. 44: Mythuan Bridge.Wind Engineering Research Center Fig. Hanoi Capital 22 stories. Completed June-2000 Fig.Hanoi Capital 15 stories (above ground). 43: CaiLan Port. Hanoi Capital. Hanoi Capital Completed 2003. French Standards Fig. 51: Financial Tower.C frames 28of 29 . steel structures Started work 24-Apr 2005 Combined-Standards Main S. 272m height.C Frames designed by British Standards. Ltd. which made by ZAMIL Steel Com. Roof Structures designed by Chinese Standards R.. Fig. 50: Gia Phu Packaging Co. 48: Butson Cement Plant (1.Truss (under) Fig. HoChiMinh City 61stories. 52: MYDINH National Stadium 42000 seat.Graduate School of Engineering. Completed 1997.6 million ton/year).Wind Engineering Research Center Fig.4 million ton/year) Hanam Province.Truss S. R.Tokyo Polytechnic University. A lot of low-rise industry buildings such as above. 49: Holcim Cement Plant (1. Kiengiang province American Standards Fig.Column (suspended roof and floodlight system) Space S. The renovation and harmonization of Vietnam Building Codes are indispensable. In the next 10 year. solutions and plan solving this problem are very important. 54: ThangLong Bridge. Vietnam mainly used Reinforce concrete Structure in Civil-Building.Wind Engineering Research Center Russian Standards (Before 1990: Soviet Union Standards) Fig. Steel-Structure in Industrial Building and Large Span Structures. the Steel-Structure will become popular in Construction Industry. Hanoi capital Fig.Tokyo Polytechnic University. 53: Palace of culture & friendship. Therefore. especially in order to joint to World Trade. Hanoi capital Total length: more than 2km Fig. HoaBinh Province CONCLUSION During last 10 year. END 29of 29 .Graduate School of Engineering. 55: HoaBinh Hydroelectric plant.