Environment Impact Assessment For Jiangxi Shangrao Sanqingshan Airport Beijing Guohuantiandi Environmental Technology Development Center. Ltd. Oct. 2012 Content
Impact Analysis of Underground Water Environment
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- 4.5.1.1Distribution of stratum
- 4.5.1.2Geological structure
- 4.5.2.1 Distribution of Surface Water
- 4.5.2.2 Distribution law of groundwater
- 4.5.5.1 Impact analysis of underground water during construction
- 4.5.5.2 Impact analysis of underground water during operation
- 4.5.6.1 Groundwater Protection Measures during the Construction Period
- 4.5.6.2 Groundwater Protection Measures during the Operation Period
4.5 Impact Analysis of Underground Water Environment4.5.1 Overview of Geological Conditions of Site According to Houmentang site engineering geology and hydro geological investigation report of Shangrao Sanqingshan Airport in Jiangxi Province carried out in February 2009 by Northeast group of Geology and Mineral Exploration and Development Bureau, the airport area has simple geological conditions, the main distribution of formation is the fourth series and cretaceous formation, and geological structure in the site is not developed. 4.5.1.1Distribution of stratumSite area exposed mainly includes Quaternary (Q) and Cretaceous system estuary group, second lithologic section (K2h2-2) formation, site area south 300m beyond Cretaceous system maodian group (K1m) formation. (1) Quaternary (Q) Quaternary (Q) unconsolidated layers are: Po Hong (Qdpl) and residual diluvial layer (Qedl). Mainly distributed in the site area gully, hillside slope, depression, hill and within the reservoir. The lithology is pebbly silty clay, gravel containing clayey silt, silty clay, clayey silt, powder soil and sandy silt, clay, gravel soil, local folder (fine sand or pond, reservoir) see silt clay (Q). Quaternary unconsolidated total thickness is 1-2m, local thickness 3-6m. (i) Slope Proluvium of Quaternary (Qdpl) Distributed in the site area of valley and low-lying, valley, layer thickness is 1-2m, local 3-4m, lithology is silty clay, clayey silt, silty soil with sandy silt, clay, sand or local folder (pond, reservoir) see the silty clay. (ii) Eluvial diluvial layer of Quaternary (Qedl) Distributed in the site area of low hill, ridge slope, valley, rock for the silty clay, silty soil, gravel containing clayey silt, silty soil, gravel soil layer thickness of local folder for 1-3m, local 4-6m. (2) Cretaceous (K) Field area and its surrounding outcropped stratum: field within the Cretaceous system of group of second lithologic section (K2h2-2) formation, field area south of 300m beyond Cretaceous system Maodian group (K1m). (i) Cretaceous system estuary group second lithologic section (K2h2-2) formation Widely distributed in the site area and its surrounding and the northern side, and concealed in the Quaternary slope diluvium diluvium, residue, lithology purple red, red brick CONGLOMERATIC lithic sandstone, fine sandstone, fine sandstone, siltstone, with fine conglomerate, (including) the argillaceous siltstone strata occurrence: mainly. Tendency to NNW to NNE (320°-20°<7°-14°), stratum lithology layer with CONGLOMERATIC lithic sandstone, fine sandstone, fine sandstone, siltstone and a thick layered-thick layered output, fine gravel, mud siltstone with thick layered-thin-layer output, total formation thickness greater than 320m, soft-hard rock, fracture is generally not development, rock mass integrity good, resistant to weathering ability-medium, uniaxial compressive strength of rock saturation limit is 4-17.0Mpa, 25-30Mpa, a few local accidental 2.5-3.5Mp, sandstone softening coefficient 0.33-0.6 ( regional data, similarly hereinafter ). Residual diluvial layer thickness 1-6m, strong weathering layer thickness 0.5-5.0m. And lower Maodian group is conformity contact. Engineering geological conditions are generally better, local slightly worse. (ii) Cretaceous maodian group system (K1m) Widely distributed in South 300m beyond the site area, lithologic for liver color of calcareous sandstone, red sandstone, lithic sandstone with basalt, local may clamp having gray (angle) conglomerate. The total thickness of more than 600m, lithic sandstone with red sandstone thickness of about 400-500m, basalt thickness of about 4-150m, gray conglomerate thickness of about 10-50m. strata dip to the North East - North East, dip angle is 8°-20°, as few as 21°-30°, soft-hard rock, fracture is generally not development, rock mass integrity good, resistant to weathering ability - better saturation limit, rock uniaxial compressive strength was 4-27.0Mpa, 30-70Mpa, a few local accident 2.5-3.5Mp, sandstone softening coefficient 0.33-0.85. Gray (angle) conglomerate have lighter corrosion phenomenon, mainly the corroded fissures, local see small cave (regional data ). Residual diluvial layer thickness is 0.5-2.5m, local 4-6m, strong weathering layer thickness 0.5-5m.
The site is located in Xin Jiang faulted basin in southern South Guangfeng, Rao in Yongping deposits on the north side of the beam. But the sites within the fracture structures agenesis, without obvious major regional faults through the site, there was no obvious small fracture (layer) structure. 4.5.2 Hydro-geological Condition Analysis
Perennial of Western gully, the site within the catchment area of about 0.35km2, the dry season the minimum flow of about 3-5l/s, flood period maximum flow of about 2000-3000l/s. The perennial gully, site area of catchment area of about 0.15km2, the dry season the minimum flow of about 1 4l/s, flood period maximum flow of about 1000-2000l/s. The rest are seasonally intermittent small flow gully catchment area, site area of about 0.05-0.12km2, dry weather flow of about 0-2l/s, flood period maximum flow of about 10-500l/s. Site area of North East outside of 3000m beyond the abundance of river, north side of 7000m beyond the letter River, at the site are higher than the highest flood level near 15-25m. Area distribution of some hole pond surface (25 in total), for the local agricultural irrigation and life use. 4.5.2.2 Distribution law of groundwaterAccording to Shangrao 1:20 million pieces hydro-geological map , the main airport area groundwater types for clastic rocks type hole fracture water, groundwater runoff modulus of less than 3l/s.km2, spring flow less than 0.1l/s. According to the description of Shangrao CitySanqingshan Airport geotechnical engineering investigation report, field rock is gently monocline strata of rock and soil, mainly for (i) cultivated soil, (ii)-1 silt (ii)-2 gravelly clay, (iii)-1 strong weathered argillaceous sandstone, (iii)-2 weathered argillaceous sandstone, (iv)-1 weathered siltstone, (iv)-2 strong weathered siltstone, (iv)-3 weathered siltstone, (v) -1 strong weathering coarse sandstone, (v)-2 weathering coarse sandstone, (vi)-1 strong weathering gravel sandstone, (vi)-2 weathering gravel sandstone. Groundwater occurs mainly in the low-lying land of the pebbly clay pore and strong weathered bedrock fissure water, so the main type of loose rock pore water and bedrock fissure water in clastic rocks. Above each layer of water and water permeability are weak, weak aquifer. (1) Loose rock pore water Mainly hosted in the Quaternary clay, silt, sand, gravel soil pore, aquifer thickness 1 5m, water-rich weak, groundwater level depth 1.5 4.5m, groundwater and surface water by the precipitation infiltration recharge, water is subject to seasonal effects, a small amount of water. (2) Clastic rock fissure water Mainly occurs in the Cretaceous clastic rocks in tectonic fissures, assessment of geological structure of rock fracture is simple, not development, filling degree is high, and rich water condition is poorer, content is very poor, the main sources of atmospheric precipitation infiltration recharge to accept, the slope surface runoff is a part, is excreted in the Valley, a portion into the subterranean formation pore water. In short, the site of simple hydro-geological conditions, groundwater is mainly influenced by rainfall infiltration recharge runoff directly, the route is shorter, generally along the ground or valley nearby excretion in low-lying or gully. Water is weak, small water volume, water flow of 0.01-0.02l/s, the maximum water flow of 0.3-0.5l/s. 4.5.3 Investigation on groundwater pollution sources According to the field investigation, sites around the area are mainly located in rural residential areas and farming area, and no enterprises that may affect groundwater industrial pollution source are found. Agricultural pollution sources are mainly pesticides and chemical fertilizers; main agricultural products in the area are rice, and these pesticides and chemical fertilizer to use on the local groundwater caused some impact. 4.5.4 Investigation on environmental hydrological geological problems According to the field investigation, the regional environmental hydro-geological problems are not found. 4.5.5 Impact Analysis of Underground Water
According to the geological exploration results and geological section, excavation and filling will direct the damaged region of the original groundwater recharge runoff and drainage conditions, the vadose zone and phreatic aquifer caused damage, but the fractured bedrock aquifer will not damage. The regional groundwater affected by seasonal, climate impacts greatly and water is relatively small. Therefore, the excavation can only change in the superficial layer of local groundwater balance, cause local groundwater flow field change. But the area of bedrock fissure water as the main aquifer recharge, runoff, drainage, which by the terrane fracture development degree and its connectivity influence, poor water yield property, no unified groundwater water. Groundwater water basic will not change, and in the end of fill will form new groundwater system. Therefore, the construction of excavation influence on groundwater is smaller. 4.5.5.2 Impact analysis of underground water during operationAccording to the engineering analysis, airport operation period of ground water influence the link is fuel tank area, gas station or sewage treatment plant conditioning tank and seepage control measures of failure cases, leakage, ingress of contaminants caused by groundwater pollution. Shangrao Airport use of depot located 3 blocks 100m3 ground horizontal steel fuel tank, 1 bottom tank of 5m3, comprehensive office building of 100m2, oil equipment library of 20m2, measuring room of 15m2, power distribution room of 20m2, receiving oil and oil shed shed 165m2; equipped with 2 tanker of 20000L and 1 automobile gas station of 100m3, equipped with 4 underground horizontal tanks of 25m3 and 4 tankers. Fuel source by highway distribution mode, by the China aviation oil limited liability company commissioned by the China Petroleum transport company in Nanchang Changbei Airport depot distribution to the airport using depot sewage treatment station regulation pool volume 1100m3. Under normal conditions, oil and gas station oil tank are placed in a concrete cofferdam cofferdam area within, 534.6m2, height of 1.0m, the effective volume of the cofferdam is much higher than that of 367m3. sewage treatment station of regulating pond also cast by concrete. Concrete Cofferdam Impervious grade not less than S8, permeability coefficient is 0.261×10-8cm/s, such measures can play good waterproof effect, prevent contaminant infiltration. However, in the case of accidents, when fuel tank area, gas station or sewage treatment plant conditioning tank leakage, cofferdam bottom damage cases, pollutants can slow infiltration into the surrounding groundwater, go, cause pollution to a certain extent. Contaminants from the surface into the shallow groundwater, must go through the vadose zone, the zone of aeration antifouling performance quality directly affects the groundwater pollution degree and condition of project area. According to the investigation results, the fuel tank area and gas station where the regional vadose zone lithology for silt, clay and sand soil, groundwater depth 1.5-4.5m, but the thickness of aquifer is thin, is only 1-5m, water rich poor. According to Guidelines for Environmental Impact Assessment-Groundwater Environment (HJ610-2011), project area site of vadose zone of rock and soil layer thickness greater than 1m, silt and clay layer permeability coefficient in 10-7cm/s and 10-4cm/s between, and distribution continuous. Therefore site within the vadose zone antifouling performance belongs to medium. According to the engineering geological and hydro-geological conditions, the site groundwater mainly clastic rocks type hole fracture water, groundwater runoff modulus <3L/s.km2, spring flow <0.1 L/s. groundwater is mainly composed of atmospheric precipitation and surface water infiltration recharge, water is subject to seasonal effects, a small amount of water. Once the oil or gas station oil leakage or sewage adjusting tank bottom damage, pollution will directly into the vadose zone and then gradually penetrated into the aquifer, the last into the fissure water. The evaluation of putative oil base cement layer breakage, leakage of pollutants through the vadose zone in phreatic aquifer in time according to the following formula: Seepage path: Penetration time: Among them, T is pollution matter through the vadose zone time; d is vadose zone thickness; k is vadose zone permeability coefficient, h is contaminant in the water height. Assuming the vadose zone thickness of 1m, impermeable layer permeability coefficient 1.0×10-5cm/s, oil or gas station after the leakage of reservoir height is 0.1M, after 105 days after the time of pollutants can be through the vadose zone into the unconfined aquifer. Therefore leakage into the groundwater environment over a long period of time, sufficient time to take barrier pollutants measures, protection of groundwater from pollution. At the same time the airport site within the most the area covered with impervious asphalt or cement pavement, in part by artificial turf cover, treatment can reduce the permeability of the soil at field region all types of sewage through network organized collection, not diffuse infiltrates into underground water. The impact of groundwater on airport drainage is smaller. 4.5.6 Measures to Reduce Groundwater Environment Effects
During the construction period, the groundwater amount and quality (including pH, permanganate index, total coli-group, ammonia nitrogen, total hardness, anion synthetic detergent, volatile phenols, and petroleum) of the construction heavy-cut sector should be monitored. 4.5.6.2 Groundwater Protection Measures during the Operation Period(1) To avoid leakage of oil depot, petrol filling station, the regulation tank of the sewage plant and other facilities, periodically check the cofferdam bottom of the oil depot and the petrol filling station as well as the bottom of the regulation tank of the sewage plant. It is suggested to check them once per month. In case of any damage, repair it as soon as possible to avoid pollutant leakage and penetration downward into the groundwater. (2) A groundwater monitoring well should be setup at 50m away from the northwest side of the oil depot area and the regulation tank of the sewage plant separately. The well should be 3m deep, with a sealing cover. Periodically collect the groundwater sample to monitor its petroleum and COD pollution factors. In case of any abnormality, stop the oil supply of the oil depot and the drainage of the sewage tank immediately and then check and find out the leakage point. (3) Make a contingency plan, periodically check the oil depot facilities, eradicate any and all leakage, and repair immediately after the damage of the depot bottom.
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