梯级水库应急调度一直被国内学者视为减轻水库大坝下游损失的重要措施，涉及应急泄洪程序的启动、确保大坝安全的水位控制方案调度措施和确保工程周边地区，以及下游防洪点综合安全等诸多方面。本数据集在考虑应急调度模式与分步放空模型研究基础上，研究B坝遭遇极端地震导致局部结构破坏溃决，在有无预警和有无放空的条件下，自上而下考虑B水库、R水库和B水库沿线的重要城镇和国家重大基础设施保护对象，计算了“B坝坝址”、“RG乡”、“R坝坝址”、“RM镇”典型断面每0.01小时的流量，并最终确定各断面的洪峰流量数据。", "ds_source": "
采用HEC-RAS的二维水动力模型来进行水电站溃决洪水演进计算，输入工程的地形模型、坝体形状尺寸、溃口尺寸和位置、上下游边界条件和河道初始条件以及河道的糙率，模拟溃坝洪水对大坝下游城镇的淹没影响情况。B坝遭遇极端地震导致局部结构破坏溃决，在“无预警无放空”、“无预警有放空”、“有预警无放空”3种工况下下游“B坝坝址”、“RG乡”、“R坝坝址”、“RM镇”在不同时刻的流量，得到洪峰流量以及洪峰到达时间。", "ds_process_way": "
使用HEC-RAS计算溃坝洪水的洪峰流量、最大流速、洪峰到达时间以及最高水位。HEC-RAS 二维水动力学的求解原理是圣维南浅水方程。计算结束后，输出计算结果并查看，选择“流量”或其他相关选项，以查看特定位置的流量随时间的变化情况，将相关数据输出，导入到Excel中，建立流量随时间的变化曲线，可以得到不同典型断面的洪水演进流量图，找到流量的峰值点对应的时间，可以得到洪峰到达典型断面的时间。", "ds_quality": "
无预警无放空：B坝遭遇极端地震导致局部结构破坏溃决，溃口洪峰流量达77483m3/s，下泄洪水沿河道向下游演进，经RG乡时洪峰流量降低至52156 m3/s，洪峰到达时间为0.88 h。溃决洪水演进至R坝库区，在R坝无预警无放空能力情况下，R坝水位由正常蓄水位开始逐渐抬升，直至达到坝顶高程而发生漫顶溃决，溃决峰值流量为308842 m3/s。
无预警有放空：B坝遭遇极端地震导致局部结构破坏溃决，溃口洪峰流量达77483 m3/s，下泄洪水沿河道向下游演进，经RG乡时洪峰流量降低至52074m3/s，洪峰到达时间为0.93 h。溃决洪水演进至R坝库区，在R坝无预警但有放空能力情况下，R坝水位由正常蓄水位开始逐渐抬升，泄流能力不断提升，随B坝溃坝洪水的演进，R坝打开泄洪和放空闸门进行敞泄，最大下泄流量为23721m3/s,下泄洪水演进至RM镇的洪峰流量为23581 m3/s，对下游乡镇影响较小，减灾效果显著。
有预警有放空：B坝遭遇极端地震导致局部结构破坏溃决，溃口洪峰流量达77483 m3/s，下泄洪水沿河道向下游演进，经RG乡时洪峰流量降低至52156 m3/s，洪峰到达时间为0.88 h。溃决洪水演进至R坝库区，在R坝有预警和放空能力情况下，R坝水位由正常蓄水位开始起调。在R坝有预警和放空能力情况下，在接收到B坝溃坝预警的情况下，R坝及时打开泄洪和放空闸门进行敞泄，最大下泄流量为18667 m3/s,下泄洪水演进至RM镇的洪峰流量为18436 m3/s，下游RM镇处的洪峰流量明显小于无预警情况。 \n
因此，通过三种工况下对比，有预警有放空工况下的下游洪峰流量＜无预警有放空＜无预警无放空，证明数据质量符合实际情况。", "ds_acq_start_time": null, "ds_acq_end_time": null, "ds_acq_place": "澜沧江上游河段", "ds_acq_lon_east": 99.08, "ds_acq_lat_south": 28.62, "ds_acq_lon_west": 98.0, "ds_acq_lat_north": 30.33, "ds_acq_alt_low": null, "ds_acq_alt_high": null, "ds_share_type": "apply-access", "ds_total_size": 623205, "ds_files_count": 2, "ds_format": ".xlsx", "ds_space_res": null, "ds_time_res": "0.01小时", "ds_coordinate": "无", "ds_projection": "", "ds_thumbnail": "eea972dd-b7c8-4159-8b85-3f7604b9bce6.png", "ds_thumb_from": 2, "ds_ref_way": "", "paper_ref_way": "", "ds_ref_instruction": "", "ds_from_station": null, "organization_id": "973f338d-7fd4-4c6f-aab1-44a5c242d419", "ds_serv_man": "李红星", "ds_serv_phone": "0931-4967592", "ds_serv_mail": "ncdc@lzb.ac.cn", "doi_value": "", "subject_codes": [ "410" ], "quality_level": 3, "publish_time": "2025-06-27 10:01:36", "last_updated": "2025-07-08 15:45:00", "protected": false, "protected_to": null, "lang": "zh", "cstr": "11738.11.NCDC.NHRI_DAM.DB6879.2025", "i18n": { "en": { "title": "Simulation data of peak flow rate at typical cross-sections downstream of the Lancang River in the event of earthquake dam failure", "ds_format": ".xlsx", "ds_source": "
The two-dimensional hydrodynamic model of HEC-RAS is used to calculate the evolution of dam breach floods in hydropower stations. The terrain model of the project, the shape and size of the dam body, the size and location of the breach, the upstream and downstream boundary conditions, the initial conditions of the river channel, and the roughness of the river channel are input to simulate the impact of dam breach floods on the inundation of towns downstream of the dam. The B dam suffered local structural damage and collapse due to an extreme earthquake. Under three working conditions of \"no warning, no emptying\", \"no warning, emptying\", and \"warning, no emptying\", the downstream flow rates of \"B dam site\", \"RG township\", \"R dam site\", and \"RM town\" at different times were obtained, including peak flow rates and peak arrival times.", "ds_quality": "
No warning, no emptying: B dam suffered from extreme earthquake, causing local structural damage and collapse. The peak flow rate of the breach reached 77483m3/s, and the discharged flood flowed downstream along the river. When passing through RG Township, the peak flow rate decreased to 52156 m3/s, and the peak arrival time was 0.88 hours. The breach flood flowed to the R dam reservoir area. Without warning or emptying capacity, the water level of R dam gradually rose from the normal storage level until it reached the dam crest elevation and caused a overtopping breach. The peak flow rate of the breach was 308842 m3/s.
Without warning, there is emptying: B dam suffered from extreme earthquake, causing local structural damage and collapse. The peak flow of the breach reached 77483 m3/s, and the discharged flood evolved downstream along the river. When passing through RG township, the peak flow decreased to 52074 m3/s, and the peak arrival time was 0.93 hours. The breached flood evolved to the R dam reservoir area. Without warning but with emptying capacity, the water level of R dam gradually rose from the normal storage level, and the discharge capacity continued to increase. With the evolution of B dam breach flood, R dam opened the flood discharge and emptying gates for open discharge, and the maximum discharge flow was 23721 m3/s. The peak flow of the discharged flood evolved to RM town was 23581 m3/s, affecting downstream townships. Small in size, with significant disaster reduction effects.
Warning and emptying: The B dam suffered local structural damage and collapsed due to an extreme earthquake, with a peak flow rate of 77483 m3/s. The discharged flood flowed downstream along the river and decreased to 52156 m3/s when passing through RG Township, with a peak arrival time of 0.88 hours. The collapsed flood flowed to the R dam reservoir area, and with the warning and emptying capabilities of the R dam, the water level of the R dam began to adjust from the normal storage level. When the R dam has warning and emptying capabilities, and receives the B dam breach warning, the R dam promptly opens the flood discharge and emptying gates for open discharge. The maximum discharge flow is 18667 m3/s, and the peak flow of the discharged flood to RM town is 18436 m3/s. The peak flow at the downstream RM town is significantly lower than that without warning. \n
Therefore, by comparing the three operating conditions, the downstream peak flow rate with warning and venting conditions is less than no warning and venting, which proves that the data quality is in line with the actual situation.", "ds_ref_way": "", "ds_abstract": "
The emergency dispatch of cascade reservoirs has always been regarded by domestic scholars as an important measure to reduce downstream losses of reservoir dams, involving the initiation of emergency flood discharge procedures, scheduling measures for water level control schemes to ensure dam safety, and ensuring the comprehensive safety of surrounding areas and downstream flood control points. On the basis of considering emergency dispatch mode and step-by-step emptying model research, this dataset studies the local structural damage and collapse caused by extreme earthquakes in B dam. Under the conditions of no warning and no emptying, important towns and national major infrastructure protection objects along B reservoir, R reservoir and B reservoir are considered from top to bottom. The flow rate of typical sections of \"B dam site\", \"RG township\", \"R dam site\" and \"RM town\" is calculated every 0.01 hour, and the peak flow data of each section is finally determined.
", "ds_time_res": "0.01小时", "ds_acq_place": "The upper reaches of the Lancang River", "ds_space_res": "", "ds_projection": "", "ds_process_way": "Use HEC-RAS to calculate the peak flow rate, maximum flow velocity, peak arrival time, and highest water level of dam break floods. The solving principle of HEC-RAS two-dimensional hydrodynamics is the Saint Venant shallow water equation. After the calculation is completed, output the calculation results and view them. Select \"flow rate\" or other related options to view the changes in flow rate at a specific location over time. Export the relevant data and import it into Excel to establish a flow rate change curve over time. This will result in flood routing flow charts for different typical sections. By finding the time corresponding to the peak flow point, the time when the flood peak reaches the typical section can be obtained.", "ds_ref_instruction": "" } }, "submit_center_id": "ncdc", "data_level": 0, "recommendation_value": 0, "license_type": "https://creativecommons.org/licenses/by/4.0/", "doi_reg_from": "reg_local", "cstr_reg_from": "reg_local", "doi_not_reg_reason": null, "cstr_not_reg_reason": null, "is_paper_in_submitting": false, "ds_topic_tags": [ "梯级水库群", "多目标协同", "放空模式", "洪峰流量" ], "ds_subject_tags": [ "工程与技术科学基础学科" ], "ds_class_tags": [], "ds_locus_tags": [ "中国", "澜沧江干流" ], "ds_time_tags": [], "ds_contributors": [ { "true_name": "单熠博", "email": "ybshan@nhri.cn", "work_for": "水利部交通运输部国家能源局南京水利科学研究院", "country": "中国" } ], "ds_meta_authors": [ { "true_name": "单熠博", "email": "ybshan@nhri.cn", "work_for": "水利部交通运输部国家能源局南京水利科学研究院", "country": "中国" } ], "ds_managers": [ { "true_name": "单熠博", "email": "ybshan@nhri.cn", "work_for": "水利部交通运输部国家能源局南京水利科学研究院", "country": "中国" } ], "category": "水文" }