Rainwater Discharge Research Articles

Studi Kinerja Inlet Persegi Panjang sebagai Drainase Jalan

High rainfall condition, especially in tropical countries, often cause flooding or inundation on road section, especially urban road. Puddles that do not enter or are hampered can cause damage to the road. This can be overcome by the inlet design of the road drainage channel that is suitable for the conditions in the field. By paying attention to the distance between inlets, dimensions, and inlet types adjusted to the rainwater discharge and the width of the existing road. Street Inlet is a hole on the sides of the road that serves to accommodate and distribute rainwater runoff along the road leading into the drainage channel.The research was carried out on a prototype that describes the condition of the highway with street inlet modifications such as conditions in the field. The method of analyzing surface runoff in the use of rational methods, inlet dimension analysis is used in the applicable hydraulic rules. The input data used are rainfall data, type of road, type of inlet street, rain runoff or inundation, drainage channel conditions, linear regression. This study discusses the performance of the road inlet to reduce inundation due to rain runoff (with a model of a rectangular inlet on the shoulder of the road). In the research carried out the type of inlet that will be used is the gutter inlet which has a horizontal opening.

A Survey on Nanotechnology-Based Bioremediation of Wastewater.

Rainwater discharge and human impacts produce wastewater, which is a contaminated type of water. Sediments also discharge phosphate into the water column when there is a lack of dissolved oxygen in the water. Through the manufacturing of environmentally benign nanoparticles, nanotechnology may reduce the amount of money spent by enterprises to remediate such contaminants. Because of their improved physiological, biochemical, and biomechanical qualities, nanoparticles are getting prominence. The importance of the global wastewater dilemma is discussed in this survey. The use of nanomaterials in heavy metal remediation (HMR) and wastewater treatment is covered in this survey. This paper also discusses the benefits of nanotechnology over traditional approaches in certain fields. This survey aims to gather together many recent studies on nanoparticle production and their benefits as adsorbents in the remediation of wastewater which have been done so far. The promising role of nanotechnology in wastewater remediation is surveyed in this research, which also discusses recent developments in nanotechnology-mediated remediation methods. This survey examines the vital potential of nanotechnology in wastewater treatment, as well as recent breakthroughs in nanotechnology-mediated treatment systems.

Influence of Rainfall Conditions on Stability of Slope Reinforced by Polymer Anti-slide Pile

Traditional reinforced concrete piles have high strength and low cost in slope engineering, but the slow forming and long maintenance period make it difficult to meet the needs of emergency and disaster relief tasks, such as landslides caused by rainfall. In this paper, the influence of a new type of polymer anti-slide pile on slope stability under rainfall conditions is studied. With the advantages of fast forming, high strength, simple construction technology, and small disturbance to slope, the new type of anti-slide pile can meet the requirements of emergency and disaster relief tasks. The influence of different rainfall duration, rainfall form, location, and spacing of pile laying on the stability of rainfall slope is explored with fluid-solid coupling analysis. The results show that the slope stability gradually deteriorates with the increase of the peak duration of rainfall intensity. Without rainfall conditions, the reinforcement effect is optimal when the position of pile cloth is 1/2–3/4 L away from the foot of the slope (L is the horizontal length of the slope); with rainfall conditions, when the position of pile cloth is 1/4–1/2 L away from the foot of the slope, the reinforcement effect is optimal. Without rainfall conditions, the reduction of pile spacing can improve the reinforcement effect; with rainfall conditions, the reduction of pile spacing will affect the flow and discharge of seepage rainwater and reduce the reinforcement effect.

Design of Drainage System Coal Mine at PT. Tebo Agung International Site Project, Semambu Village, Sumay District, Tebo Regency, Jambi

Tebo Agung Internasional Ltd is one of the companies in coal mining that employs the open-pit mining method. This sort of method will create a large basin that can accumulate water inside the mining pit. The drainage system is applied at the Pit-1 Site Semambu is mine-dewatering carried out by draining the water into the sump so that it can be pumped out of the mining area and prevent the runoff from coming inside through an open drainage system (ditch). The result of data analysis demonstrated that referring to the daily rainfall in 2010 – 2019 through the distribution of Log Person Type III, the maximum rainfall being planned was 508.019 mm/day within the return period of 5 years. The intensity of rainfall at the research site was 82.5 mm/hour having a rain duration averagely of 3.1 hours/day. Pit-1 Site Semambu had a catchment area around 469,317.15 m2 and a water discharge totally 61,238.81 m3/day derived from rainwater discharge of 48,530.48 m3/day and runoff water discharge 12,708.33 m3/day, whereas the capacity of the temporary accommodating pond (Sump) was 39,539.55 m3. The pump at the research site could not be operated anymore (broken). Accordingly, the recommendation that can be given to the company is changing the broken pumps with 4 units of multi fall 420 pumps having operating speed 1,300 rpm and actual discharge yielded by the pump 871.64 m3/hour. The pump worked for 14 hours/day and the total water discharge that could be produced was 12,202.96 m3/day. Open channel (ditch) at Pit-1 Site Semambu was the only one with accommodated discharge 1.27 m3/second. Thus, the recommendation that could be delivered to optimally prevent the runoff water coming into the mining area is by adding 2 ditches having the capacities of 0.90 m3/second and 0.75 m3/second which have been adjusted to the planned water discharge.

ANALYSIS OF DRAINAGE CHANNEL CAPACITY IN CIREMAI RAYA, LARANGAN SUB-DISTRICT OF CIREBON CITY

The perumnas gunung area is one of the areas in the Larangan sub-district, Harjamukti Subdistrict, Cirebon City, whose drainage system greatly disturbs the activities of the population in Cirebon City because when heavy rain causes the high volume of water in the drainage so that it comes out to the highway and is very disturbing it can also cause congestion.To solve the problem of inundation and flooding, it requires maximum rainfall data, population density data and hydraulic data from direct observation at the research location. From the rainfall data, the intensity of the rainfall is calculated, then the standard deviation is calculated to get the return period value using the Gumble formula. From the calculation of the Return Period, the calculation of the flood discharge is carried out using a rational method and calculating the discharge of the existing channel. Calculation of the capacity of the existing channel discharge is carried out by calculating the discharge of rainwater and discharge of household wastewater.From the calculation of Hydrology and Hydraulics, the value of Rainfall Intensity is 46.632 mm / day, the overall channel discharge = 0.603 m3 / s, the calculation of the total discharge from household wastewater and rainwater discharge for the 2-year return period is 0.0076 m3 / s. . From the calculation results, the authors conclude that the dimensions of the existing canal can still accommodate the flow of rainwater and household wastewater. The solution to overcome flood inundation on Jalan Ciremai Raya, it is necessary to normalize the drainage channel so that the drainage channel can function properly.

Effects of geological structures on rainfall‐runoff responses in headwater catchments in a sedimentary rock mountain

AbstractClarifying rainfall‐runoff responses in mountainous areas is essential for disaster prediction as well as water resource management. Although runoff is considered to be significantly affected by topography, some previous studies have reported that geological structures also have significant effects on rainfall‐runoff characteristics. Particularly in headwater catchments located in sedimentary rock mountains, dips and strikes may significantly affect rainwater discharge. In this study, the effects of geological structures on rainfall‐runoff characteristics were investigated based on observed discharge hydrographs from 12 catchments, which lie radially from the summit of a sedimentary rock mountain. The results obtained were as follows: (1) Even though the topographic wetness index (TWI) distributions of the 12 catchments were similar, there were significant differences in their runoff characteristics; (2) Catchments with average flow direction oriented towards the strike direction (strike‐oriented catchments) are characterized by large baseflows; (3) Catchments with average flow direction oriented towards the opposite dip direction (opposite dip‐oriented catchments) are steep, and this results in quick storm runoff generation; (4) Catchments with average flow direction oriented toward the dip direction (dip‐oriented catchments) are gentle, and this results in delayed storm runoff generation. It was presumed that in strike‐oriented catchments, large quantities of groundwater flowing along the bedding planes owing to hydraulic anisotropy, exfiltrate and sustain the large amount of the observed baseflow, that is, in strike‐oriented catchments, runoff is directly controlled by geological structures. Conversely, in opposite dip‐oriented and dip‐oriented catchments, runoff is indirectly controlled by geological structures, that is, geological structures affect slope gradients, which result in differences in storm runoff generation. Thus, this study clearly illustrates that geological structures significantly affect rainfall‐runoff responses in headwater catchments located in sedimentary rock mountains.

Technical Evaluation and Boezem Bratang Operation Patterns In Surabaya

Surabaya is the second largest and most populous city in Indonesia and is inseparable from the problem of flooding which is still flooded the area of East Surabaya.Flooding is caused by Bratang boezem unable to accommodate rainwater discharge. Boeang Surabaya has an area of 19,900 m2, has two systems namely flood gates and flood pumps. The floodgate system will work to drain the boezem bratang water to wonokromo river if the water elevation at Wonokromo River is at under the elevation of Bratang boezem water and flow Gravitatively while the pump system will work if the floodgate system is no longer functioning. To overcome the problem of flooding in the region, it is necessary to conduct hydrological and hydraulics analysis by performing boezem routing to determine the Boezem capacity whether it can accept the planned rain discharge. a depth of 3 m is unable to accommodate a maximum flood discharge period of 2.5 and 10 years. so it is planned to increase the boezem depth which was originally 3 m to 4.6 m, and increase the pump capacity which was originally from 10.5 m3 / s to 14 m3 / s.From the plan, after the hydrologic and hydraulics analysis using Boezem routing, Boezem has been able to accommodate the planned rain discharge.

Evaluation of Drainage System for Inundation Problems at Subdistricts of Lowokwaru, Malang City

Malang is a city in East Java with the level of development of rapid settlement areas, the region has grown in areas of land rainwater. The consequence of this development is the emergence of some new inundation in urban areas, one of them in Subdistrict Lowokwaru. Carrying amount inundation problems that occurred during 2018 in the Subdistrict Lowokwaru 4 times. Largely due to the drainage conditions are not maintained and are filled with trash and sediment. The conditions resulted in reduced sewer capacity and are not able to drain rainwater discharge and wastewater. Evaluation of the drainage system in subdistrict Lowokwaru includes analysis of technical and economic. On the technical aspects, hydrology and hydraulic analysis are carried out and evaluates sewer capacity. Economic aspects discuss the funding costs and maintenance operations of the drainage system management, as well as discuss the analysis of feasibility studies by calculating Benefit Cost Ratio and Net Present Value. The analysis showed that there are 21 sewers in condition without sediment that capacity is insufficient and 23 sewers in conditions with sediment are not met or sewer capacity is not technically eligible. It is necessary for a handling plan as an attempt to deal with the sewer capacity to drain the runoff discharge. The evaluation of economic aspects shows that the activity of handling inundation problems in the drainage system in Subdistrict Lowokwaru is feasible. This can be seen from the value of the B / C ratio is 1.83 (greater than 1) and the NPV value is positive

Strategy of Rainwater Discharge in Combined Sewage Intercepting Manhole Based on Water Quality Control

In view of problems such as the poor control effect of combined sewage pollution caused by traditional intercepting weir and the limited extension of the urban drainage model, which needs a large amount of basic data, this paper not only studied the characteristics of mixed-flow pollution via the urban drainage model but also simulated and optimized 6 interception control strategies and proposed a water quality interception strategy based on the pollution concentration of combined sewage. The results showed that, compared with the traditional interception weir, the interception control strategy of rainwater discharge based on the mixed pipe network model can obviously improve the control rate of various pollutants and reduce the interception amount required for pollution control. Through optimization of the interception based on water quality control by the combination of chemical oxygen demand (COD) and NH4-N, the interception rate was improved by 10.9% to 56.1% in contrast to the traditional interception weir and the closure water volume was reduced by 1432–6154 m3, which effectively improved the reliability and economy of the interception.

PERENCANAAN SISTEM DRAINASE DAN TROTOAR (STUDY KASUS : LINGKUNGAN KELURAHAN BANJARAN KOTA KEDIRI)

ABSTRACT Syaifudin Zuhri, NIM. 14512800, 2019, Planning Of Drainage System And Pavement (Case Study: Environmental Village Banjaran Kediri), Supervisor: Drs. SIGIT WINARTO, St. Mt., Supervisor II: IR. SUDJATI, SP1.Drainage channels to drain the wastewater is dirty water from households and from the rain. The purpose of this drainage planning is to plan the dimensions calculated channels after knowing the rain water discharge and discharge dirty water from households that must be accommodated in the channel. After the dimensions sufficient to drain off rain water or dirty water then it will not overflow of water or flood occurred at a time when it was raining. The data used to plot this drainage is complete with the topography situation maps used for planning the direction of flow. Further rainfall data from three stations for 20 years who later tested the consistency, test its homogeneity. Debit calculated on the basis of high average rainfall with a rational method of Q = 0.2778 x C x I x a. Then calculated Komulatif discharge (Discharge rain water + wastewater discharge citizens) to plan the drainage channels. Discharge of Komulatif then calculated dimensions of its channels with Manning formulas, namely: Q = 1/n x R ^ (2/3) x S ^ (1/2) x a.Of the map data and topographic situation obtained the type size of the funnel and after is calculated with a formula of Manning gained square dimensions: b = 0.80 m and h = 0.10 m. in addition also obtained the protection of 0.70 m high, then from the dimensions calculated Plan Cost budget (RAB) amounting to Rp. 2,929,983,000.00After the survey and design of pavement, designed using the width and height dimensions of 1.10 m sidewalk 0.20 m. using the cover the Cover stone lined Ditch U-Andhesit 20x40, floor tile Line 30x30 for disabled pedestrians disability, brush/stone ampyang for Iron Manhole 70x70 fastener. Keywords: Drainage System, Water Debit, Method Calculation

Lviv Reservoirs: Current Geo-Ecological Status and Opportunities for its Improvement

Purpose of the work is to characterize the geo-ecological condition of the reservoirs in Lviv in order to develop recommendations for the protection, conservation and enhancement of their functional use. Methods. Field, cartographic, historical, analysis and synthesis. Results. The geo-ecological state of modern reservoirs of Lviv has been investigated. Water pollution of represented reservoirs has been analyzed according to the fund and statistical materials. In the course of the field researches the physical parameters of the water condition have been analyzed, sources of pollution of reservoirs, clogging and overall assessment of coastal water protection strip shave been identified. Most of the reservoirs of Lviv are characterized by littering of the coastal strip, recreational impact, proximity to roads and residential buildings. The color of the water in the majority of the reservoirs is grayish-yellow, the transparency of the water is low, the smell is marsh or earthy-grassy. Ten of the twenty-three reservoirs under study have strong and over-eutrophication. In summer, some are completely overgrown with algae. The condition of the basin in 70% of Lviv reservoirs is natural. This contributes to the additional intake of pollutants from the catchment area. Ponds where the basin is covered with an artificial surface (mainly concrete) have better water quality. In particular, Levandivskyi has become the only one to have clean water at the beginning of 2019. In recent years, the water reservoirs of the city have been significantly shallow, due to the construction of catchment areas and the discharge of rainwater to the general sewer. Conclusions. Irrational use of city reservoirs leads to water pollution, siltation and overgrowth of urban reservoirs, rapid eutrophication, clogging, etc. Reservoirs near leased restaurants and recreational facilities are in the best condition. The ponds located in park areas (Stryiskyipark, Pohulianka, Shevchenko-ethnopark, Piskovi Ozera) are in a satisfactory geo-ecological state. The most neglected are the reservoirs of former industrial enterprises, which are under control of district administrations. Taking into consideration the multifunctional importance of reservoirs for the city, recommendations have been developed to improve their geo-ecological state, mainly they are organizational (monitoring the status of reservoirs, introduction of ecological passport of the reservoir, increasing control), technical (separation of rain and municipal sewage, technical care), educational (stands, eco-actions, festivals) measures.

ANALISIS KEBUTUHAN SUMUR RESAPAN SEBAGAI PENCEGAHAN LIMPASAN AIR HUJAN PADA PERUMAHAN PUSRI SEMBAWA BANYUASIN

In accordance with rapid development in Banyuasin Regency has effected the increased use of land that is built into residential areas. Land use is unwittingly can affect and disrupt the hydrological cycle which causes a negative impact on the environment. It consequenlly, it reduces soil absorption and causes excessive surface run off. Therefore there must be anticipatory steps to reduce rainwater runoff. Infiltration wells can be some to figure out the issue. This research aims to plan the infiltration wells design to reduce rainwater runoff and to know the capacity of drainage channel in Pusri Residence Sembawa Banyuasin. The result of data analysis shows that most of runoff occur in drainage channel of receiver except in segment of Block A1-A2 and Block D1 - D2 and at collector channel. The largest receiver discharge (Q2) is 0.2378 on block V1 - V2. The results of the infiltration wells design is a circle with a diameter of 1 meter and a depth of 3.5 meters. The debit plan for the 2nd year return period with rain intensity 505,9905 mm / hr is 0,0296 m3 / s, while the discharge of the infiltration wells of each plot is 0,0032 m3 / dt for type 36/84. The rain water discharge of infiltration wells with a duration of 30 minutes and the number of house plots is 0.0253 m3 / s, while the discharge plan on channel A-B is 0.0296 m3 / s. After the use of infiltration wells the, remaining discharge of rain water entering on receiver channel on block A-B equal to 0,0265 m3 / s.Keywords: Infiltration Wells, Runoff, permeability

Technology Research of Sewage Pipe Network on Initial Rain Water Receiving Capacity

Taking a certain area of a coastal city as the research object, based on the measured data, the model of rainwater pipe network and the hydraulic model of sewage pipe network in the study area were established based on SWMM. According to the set interception target combined with the established SWMM rainwater network model, the specific volume of Rain Water in the initial stage of each Rain Water discharge port is calculated, which is given to the sewage trunk pipe in the form of time series to realize the initial Rain Water interception control and analyze the receiving capacity of the sewage pipe network. In this study, 20% of the initial Rain Water was set up in the study area, which was given in the form of time series to the nodes in the sewage pipe network model. After the initial Rain Water was cut off 20%, part of the pipe segment and the node appeared overload phenomenon, but there was no overflow. After 30% initial Rain Water interception, overflow occurred in some pipe segments.

Cost analysis of a rainwater harvesting system in Poland

Rainwater harvesting is an alternative water supply method that has become popular in recent years around the world. This is mainly due to financial reasons (reducing the cost of potable water and fees for rainwater discharge to the sewerage), but also because of environmental awareness. In Poland, rainwater harvesting systems are not often used because of their low financial viability determined by high system construction costs and the low prices of potable water. Earlier analysis conducted by the author showed that the payback period of investment outlays was from a dozen or so years for large buildings, to a few dozen for single-family houses. This situation may change after the introduction of common fees for discharging rainwater from impervious areas into sewerage, and fees for the reduction of natural retention on newly built-up areas, in accordance with new water regulations. This paper presents a cost analysis of rainwater harvesting systems for ten cities in Poland, with varying annual rainfall depth and various pricing for potable water. Analyses were carried out for a single-family house located in an area equipped with a municipal sewer system, and for a large building, located in an area equipped and not equipped with a municipal sewer system.

Current research trend on urban sewerage system in China

The research emphasis has always been on sewerage treatment technology in China, though urban drainage system has gained little attention. In the context of urban drainage system and the problem associated with rain, the focus is still mainly toward the simple “emissions”. While the relationship between conservation and utilization of rainwater resources and urban ecology are popular, the relationship between rainwater discharge and non-point source pollution are often neglected. The reasonable choice of sewerage system is dependent on the collection and discharge of urban sewerage, the applicability and economic benefits, along with the ability to meet the water quality requirements and environmental protection. This paper analyzes and summarizes the development of urban drainage system in china, and introduces different drainage forms. The choice of drainage system should be based on the overall planning of the city, environmental protection requirements, the local natural conditions and water conditions, urban sewerage and water quality, the original drainage facilities, and local climatic conditions. It must be comprehensive to meet the environmental protection requirements, through technical and economic comparison.

Soil Nitrogen Speciation and the Relationship with Microbial Biomass Carbon in Bioretention Tanks

This outdoor research investigated the variations in soil ammonium (NH3-N), nitrite (NO2-N), nitrate (NO3-N), total organic nitrogen (TON), and microbial biomass carbon (MBC) in bioretention tanks. Two biretention tanks (tank 1#: The depth of 0–20 cm was vacant aquifer layer; 20–90 cm, filled with the planting soil; 90–105 cm, filled with gravel. tank 3#: 0–20 cm was aquifer layer, 20–50 cm, filled with the planting soil; 50–90 cm, filled with blast furnace slag and sand; 90–105 cm, filled with gravel) were used with simulated rainwater discharge experiments to obtain soil samples at intervals of 1 h before the inflow and 24 h after the end of inflow. Results indicate that soil nitrogen (N) and MBC in two bioretention tanks were mainly captured at 10∼30 cm depth in soil; the content of soil NH3-N exhibited a trend of initial decline but increase with time; the content of NO2-N varied from 0.011 to 0.024 g/kg, and the change regularity was similar with the NH3-N; different from the NH3-N and NO2-N, soil NO3-N exhibited a trend of declining; while TON exhibited a trend of declining after slightly increase. Meanwhile, the content of NH3-N and NO3-N at 50 cm depth in tank 1# was slight lower than those at 10 and 30 cm; conversely, the discrepancy at the different depths in tank 3# was small. The contents of soil NH3-N and NO2-N before inflow were less than those after inflow, but it was adverse for NO3-N. The NO3-N leaching in bioretention system is a main reason for poor N removal in runoff. The content of MBC ranged from 1.055 to 1.847 g/kg and exhibited a trend of decline after increase. Furthermore, the content of MBC and TN has good linear correlation in bioretention tanks (R 2 > 0.8), but it has general performance with TP (R 2 > 0.5). The immobilization of NH3-N, NO2-N, and NO3-N at the planting soil layer in tank 1# was greater than that in tank 3#. The N interception differences in the two tanks resulted from different infiltration rates of their underlying fillers.

Atmospheric nitrate leached from small forested watersheds during rainfall events: Processes and quantitative evaluation

AbstractTo determine the availability of atmospheric NO3− deposition on forested ecosystems and to understand the interaction between the nitrogen cycle in a forest ecosystem and atmospheric nitrogen input/output, we quantitatively evaluated the atmospheric NO3− passing through forested watersheds by measuring δ18ONO3 leaching during rainfall events in two forest ecosystems (Su‐A and Ab‐S). Atmospheric NO3− leaching in rainfall events was clearly higher in Ab‐S than in Su‐A, even for a similar amount of rainfall, which demonstrated that atmospheric NO3− leaching differs among forested watersheds. Our observations suggest that a large part of the atmospheric NO3− leached from the watersheds was derived from surface soil, which was deposited before rainfall events occurred; however, direct atmospheric NO3− leaching via throughfall discharge also contributed, especially at the beginning of rainfall events. In Ab‐S, 2.9–37.8% (average = 15.5%) of atmospheric NO3− deposition passed through the watershed, accounting for 3.1–49.8% (average, 26.4%) of the total NO3− leached during rainfall events. The NO3− input was not large, and the NO3− pool and net nitrification rate were small; therefore, nitrogen was not saturated in the soil at Ab‐S. Nevertheless, some of the atmospheric NO3− deposition was not assimilated and was leached immediately. Moreover, our observations suggest that the hydrological characteristics of the watersheds, which control the ease of rainwater discharge, strongly influenced the rate of atmospheric NO3− leaching. This suggests that the hydrological characteristics of watersheds influence the availability of atmospheric NO3− deposition in forested ecosystems and the progression of nitrogen saturation.

Investigation into pluvial flooding hazards caused by heavy rain and protection measures in Shanghai, China

Flooding hazards caused by heavy rainfall in Shanghai have been reported extensively in the last 15 years. Geologically, Shanghai is sensitive to flooding hazards due to low-lying ground caused by land subsidence. Climatically, Shanghai is in the East Asia monsoon area and frequently experiences torrential rains. In this study, data from fifty-four pluvial flooding events between 2001 and 2015 were collected and analysed. The influence factors contributing to pluvial flooding are evaluated, and recommendations for protective measures are presented. The pluvial flooding prevention capacity in Shanghai is controlled by rain water storage and discharge capacity, which is associated with the sewer network, pumping stations and its sluice and pumping gates. Within the last three decades, the number of local torrential rainfall events and short-duration torrential rains has increased annually. However, the rain water storage capacity has decreased dramatically and the rain water discharge capacity has become limited during this period. In an extreme case, the discharge function of the sewer network was even temporarily lost because of flooding of the distributaries of the Huangpu River. Thus, in order to prevent flooding hazards caused by heavy rain, it is suggested that a large sluice and pumping station between the Huangpu River and the Yangtze River estuary is constructed in the near future, considering the continuous subsidence of the city and the ongoing rising sea levels.

PERENCANAAN SISTEM DRAINASE BERWAWASAN LINGKUNGAN JALAN TOL GEMPOL PAKET I

The 5,500 m Gempol Toll Road Package I needs an environment-oriented drainage system design completed with infiltration well made at an interval of 100 m of rainwater function and maintain ground water level.The design needs some data of situational map, long-section, and rainfall from 3 nearby stations: Gempol, Winong, and Bareng, in 2002-2012. The rainfall data were processed to analyze the maximum rainfall rate; Mean Algebra Method was employed for local rainfall calculation, and Log Pearson type III was used for the 10-year design rainfall which results in 121.281 mm.The calculations result in 0,023 m³/dt rain water discharge flow to the river; rainwater tank dimensions of 2.25 m2 in area and 3 m in depth; 54 tanks on the left and 55 tanks on the right; and two 0.6 m Æ pre-cast culvert rings. The rectangular drainage channels were of stone river with dimensions of 0.7 m in width and 0.6 m in depth. The project takes 204 workdays at IDR Rp 9.633.074.000 cost.Keywords: drainage system; infiltration well; design flood.

The Analysis of Variants of Water Supply Systems in Multi-Family Residential Building

Abstract Climate change, improper use of water resources, surface waters pollution as well as increase of water requirements are the results of growing population of people in the world. It causes water deficiency in majority of countries in the world, including Poland. Due to the water pollution advanced technologies for its treatment are in demand, what leads to increase of water price. In this connection, there are more often taken actions to reduce water consumption by using rainwater to flush toilets, wash cars, do laundry or water green areas. This publication presents results of Life Cycle Cost analysis of two variants of water supply systems designed for multi-family residential building situated in Rzeszow. In line with LCC methodology the calculations were made throughout the whole life-cycle of the building considering initial investment outlays intended for construction of water supply system as well as operation and maintenance costs. In the first of analyzed variants it was assumed that the system would be fed by municipal water supply network. In the second variant rainwater harvesting system for domestic use was additionally applied. Rainwater stored in the tank would be used in sanitary installation to flush toilets, what leads to lowering the costs of municipal water purchase, reducing fees for rainwater discharge to sewage system and consequently is beneficial for financial standing of the examined building.