Монтаж пластиковых водостоков: установка водосточного желоба и труб из пластика, системы из ПВХ

Установка водостоков для крыши своими руками: монтаж и крепление

Водосточные системы из поливинилхлорида гораздо легче и практичней устаревших металлических вариантов. С пластмассовыми комплектами значительно проще работать. Несмотря на общие с прежними разновидностями правила установки, они не требуют соизмеримых по тяжести трудовых усилий.

Правда, выполнить удачный монтаж водостока для крыши своими руками невозможно без учета специфических качеств полимерных изделий. Разберемся, что следует знать и соблюдать самостоятельным установщикам водосточных систем ПВХ.

Водостоки из поливинилхлоридных элементов конструктивно немногим отличаются от металлических предшественников и прототипов. В выпускаемые промышленностью наборы входят аналогичные детали, из которых монтируют горизонтальные и вертикальные ветки систем. Сборка и установка производится в равное количество этапов и  в сходной последовательности.

Однако при изготовлении и монтаже водосточных «конструкторов» из ПВХ неукоснительно учитывается специфическое свойство изделий с полимерной основой. Это характерная нестабильность размеров, проявляемая при изменении температурного фона. Пластмассовые детали способны увеличиваться в линейном направлении при нагреве и возвращаться в прежние геометрические границы при охлаждении.

Предназначенный для работы на улице водосток, естественно, будет охлаждаться зимней порой и подвергаться нагреву жарким летом. Вслед за температурными колебаниями будет удлиняться, затем укорачиваться. Мешать линейным подвижкам, свойственным полимерам, сложно, да и не нужно. К ним надо просто приспособиться. Т.е. учитывать при проектировании и сборке системы указанные качества.

Для сооружения водосточных контуров из ПВХ выпускают специальные компенсирующие и соединительные детали. Они позволяют основным элементам системы удлиняться и укорачиваться без деформаций и повреждений обещанное производителем количество циклов. В их устройстве учтена возможность некоторого передвижения с последующим возвращением на прежнее место.

Кроме описанной особенности у полимерной продукции есть еще одно важное качество, которое необходимо учитывать при креплении водостока из ПВХ к крыше. Это склонность к деформации и к провисанию на длинномерных участках, не имеющих под собой опор.

Для того чтобы довольно гибкие пластмассовые водосточные желоба не провисали, шаг установки держателей под них не может превышать 60 см. Иначе горизонтальные участки между кронштейнами станут прогибаться под тяжестью осадков и от собственного веса. В прогибах накопится грязь и станет застаиваться вода, которая в случае заморозков может банально разорвать полимерный желоб.

Сооружение водостока из ПВХ элементов выполняется в четкой последовательности. В общих чертах алгоритм по устройству водосточного контура включает следующие виды работ:

• Проектирование. Составление простейшей схемы с подбором оптимального размера системы и расчетом числа основных деталей, необходимых для устройства, и крепежных комплектующих.
• Сборка и установка водоприемной части. В ее числе желоба и воронки, принимающие атмосферные осадки, собирающие их с крыши и н

90000 Prefabricated Vertical Drains | Geoengineer.org 90001 90002 90003 Prefabricated Vertical Drains (PVDs) or ‘Wick Drains’ 90004 are composed of a plastic core encased by a geotextile for the purpose of expediting consolidation of slow draining soils. They are typically coupled with surcharging to expedite preconstruction soil consolidation. Surcharging means to pre-load soft soils by applying a temporary load to the ground that exerts stress of usually equivalent or greater magnitude than the anticipated design stresses.The surcharge will increase pore water pressures initially, but with time the water will drain away and the soil voids will compress. These prefabricated wick drains are used to shorten pore water travel distance, reducing the preloading time. The intent is to accelerate primary settlement. Pore ​​water will flow laterally to the nearest drain, as opposed to vertical flow to an underlying or overlying drainage layer. The drain flow is a result from the pressures generated in the pore water. Figure 2 below demonstrate vertical water flow without the use of prefabricated wick drains, and horizontal water flow with the use of wick drains.90005 90002 90007 90005 90002 [B] Cross-Section With and Without Vertical Drains 90005 90002 Initial settlements are seldom of much practical concern, except for loads on thick plastic or organic soils having marginal stability wherein large shear deformation may continue due to undrained creep [ 6]. 90005 90002 Prefabricated wick drains have several other purposes. They may be applied to reduce potential down drag on piles, or increase storage capacity for future landfills and waste containment sites.A developing application for PVD are the collection and extraction of contaminated groundwater, which may be coupled with cutoff walls to ensure full withdrawal. 90005 90015 History 90016 90002 In the 1920s, a technique for installing sand drains, a PVD predecessor, was patented in the U.S. The California Division of Highways, Materials and Research Department conducted laboratory and field tests on vertical sand drain performance beginning in 1933. Within the decade Walter Kjellman, then Director of the Swedish Geotechnical Institute, developed a prefabricated band-shaped vertical drain made of cardboard core and paper filter jacket which was installed into the ground with mechanical equipment [9].Cardboard wick drains, and subsequently paper-wrapped plastic drains, were installed outside of the U.S. though the 1970s. A decade after that, entirely plastic PVDs were introduced as a more durable, reliable, and inexpensive option over the sand drains. Because these plastic drains could be installed very quickly as compared to sand drains, by the late 1980s, they largely replaced sand drains [17]. 90005 90002 A case study for the acceleration of primary consolidation using wick drains is used to show some numbers on the time required for consolidation with and without the wick drains.90005 90002 Construction of the New Istana (Royal Palace) for the Sultan of Brunei was to be completed before Brunei became independent in July 1983. This construction required fill to be placed on very soft compressible floodplain soils. Computations made before the fill placement in 1981 predicted several feet of fill settlement would occur from the consolidation beneath the floodplain area. The predicted primary consolidation settlement was 8.3 feet. For the 60 foot thickness of compressible soil, 50% of the settlement was estimated to take 3 years to complete, and 90% of the settlement was estimated to take 13 years.These predicted consolidations were computed by the method outlined by Leonards (1962). This required time frame was unacceptable and needed to be accelerated so that 90% of the consolidation settlement is completed within 6 months. A viable course of action was to install wick drains on the site. 90005 90002 A center to center spacing for the wick drains of 5 feet was computed by the method outlined in Hansbo (1979), based on the requirement that 90% consolidation of the soft sediments occur within the above mentioned 6 months.One foot of fill was placed every 2 days so that there were 85 1-foot increments in 6 months. The use of wick drains indicated that primary consolidation settlement would be accelerated by a factor of about 25, and the secondary compression to not be affected. There were 12 feet of fill placed before installation of the wick drains, and a subsequent 1.5 foot thick drainage blanket placed on top of the fill. Fill placement started in mid-September 1981 and was completed by the end of March 1982. 90005 90002 Surface settlement markers and deep settlement gauges were installed throughout the floodplain to provide settlement data before, during, and after the fill embankment construction, enabling ongoing evaluations of the wick drain performance.Early readings observed an immediate response to the installation of the wick drains. The last reading was taken in July of тисячі дев’ятсот вісімдесят дві and the maximum settlement occurred was 7 feet. It was assumed this represented 90% of the primary consolidation and that total primary consolidation settlement would be 7.8 feet. This was in good agreement with the predicted maximum primary consolidation of 8.3 feet. 90005 90002 The installation of wick drains in the soft floodplain soils allowed construction of the fill embankment to proceed on schedule and brought about the desired results, increasing rate of consolidation by a factor of 25.90005 90002 PVDs have a channeled or studded plastic core wrapped with a geotextile. The plastic core functions as support for the filter fabric, and provides longitudinal flow paths along the drain length. It also provides resistance to longitudinal stretching as well as buckling of the drain. The drain jacket acts as a filter to limit the passage of fine grained soil into the core area. It also functions to prevent closure of the internal water flow paths under lateral soil pressure. 90005 90002 90032 90005 90002 [C] Layfield Wick Drain Example 90005 90002 90037 90005 90002 [D] Geosupply Wick Drain Example 90005 90002 Light-weight drains have a width to thickness ratio of 30-35.It is desirable for the surface area, which will permit seepage into the drain, to be 0.2-0.3 in 90042 2 90043 (150-200 mm 90042 2 90043) per 0.4 in (1 mm) length. The wick drains should be installed with a center to center spacing of 3 to 8 ft [17]. This will be discussed more in the design parameters section. 90005 90015 Equivalent Diameter 90016 90002 Wick drains have an oblong shape, but the available theories of radial consolidation have been derived for drains having a circular shape, often taken as equal to the nominal diameter of the sand drain.Fellenius (1977) suggested that the equivalent cylindrical diameter of a sand drain is the nominal diameter of the sand drain multiplied by the porosity of the sand in the drain [2]. The porosity of loose, free-draining sand can range from 0.4 to 0.5. This would result an equivalent cylindrical diameter of a sand drain of approximately half of the nominal diameter. In order to apply these theories to the design of field installations of wick drains, the equivalent diameter of an oblong shape is needed.Many equations have been suggested for computing the equivalent diameter, but each computation yields different results because they were derived under different assumptions. 90005 90002 The equations predicting the progress of consolidation around vertical drains assume a circular cross section for both the drain itself and the area the drain influences (Barron 1948). 90005 90002 Common wick drains have a plastic core surrounded by a geotextile: 90005 90002 90056 90005 90002 [E] Cross-Section of PVD 90005 90002 Hansbo (1979) used a finite-element analysis and reported that the equivalent diameter of a drain is given as: 90005 90002 90003 d 90064 w 90065 = 2 * ((b + t) / π) (1) 90004 90005 90002 Where: 90005 90002 d 90064 w 90065 = equivalent diameter of the drain 90073 b = width of the prefabricated drain 90073 t = drain thickness 90005 90002 Rixner et al.(1986) suggests the following few equations: 90005 90002 90003 d 90064 w 90065 = (b + t) / 2 (2) 90004 90005 90002 90003 d 90064 w 90065 = [(4 * (b * t)) / π] 90042 0.5 90043 (3) 90004 90005 90002 90003 d 90064 w 90065 = 2 (b ‘+ t’) / π (4) 90004 90005 90002 90003 d 90064 w 90065 = [(4 * (b ‘* t’)) / π ] 90042 0.5 90043 (4) 90004 90005 90002 Where: 90005 90002 90109 2 (b` + t`) 90110 is used for free or open drain circumference 90005 90002 90109 b` * t` 90110 is used for free or open drain cross section 90005 90002 90109 b` 90110 and 90109 t` 90110 are reduced dimensions to account for clogging of the drain surface 90005 90002 In an independent evaluation by Richard P.Long and Alvaro Covo (1994), an electrical analog is used to define an equivalent diameter via evaluation of the previously listed equations ‘varying results. A Sunshine Analog Field Plotter and electrically conducting paper were used. This technique uses the analogies of electrical potential to hydraulic head and electrical current to flow of water [14]. 90005 90002 The procedure is represented as steady-state water flow for a model of ¼ of the drain cross section. A quarter of the cross section is used to eliminate repetition since the drain has two axes of symmetry.The model, seen below, is not applicable in the immediate vicinity of the drain at short times after consolidation begins. When water flows through a circular drain, rather than the supposed oblong profile, a shape factor for the flow net should be used [18]. 90005 90002 90127 90005 90002 [F] Flow Net for Flow to Oblong Drain from Circular Source 90005 90002 90003 Shape Factor = N 90064 f 90065 / N 90064 d 90065 = 2 * π * ln (R 90064 e 90065 / R 90064 w 90065) (6) 90004 90005 90002 R 90064 e 90065 = outside radius of the area 90005 90002 R 90064 w 90065 = radius of central well 90005 90002 N 90064 f 90065 = number of flow paths 90005 90002 N 90064 d 90065 = number of head drops 90005 90002 R 90064 e 90065, b, and t were varied throughout the Foott & Ladd (1981) study, and for each combination of values, a flow net was constructed using an analog field plotter.Using the shape factor and a summarization of the field plotter results, an equivalent diameter was determined. 90005 90002 90003 d 90064 w 90065 = 2 * R 90064 w 90065 90004 90005 90002 The results of the analog modeling are plotted below. The ratio of the computed equivalent diameter of the drain, d 90064 w 90065, to the width, b, is plotted as the vertical axis and the ratio of the thickness of the drain, t, to width of drain, b, is plotted as the horizontal axis. The ratio of the thickness to width, t / b, in the analog model varied from 0 to 1.0, which includes all possible combinations of drain thickness and width. The results are represented by using an 90109 x 90110 and a straight line of least squares fit is shown. 90005 90002 90178 90005 90002 [G] Plot of Equivalent-Drain-Diameter to Width-of-Drain Ration, d / b versus Thickness-of-Drain to Width-of-Drain Ration, t / v 90005 90002 Also on Fig. 3 are circles representing Suits et al. (1986) results from an experimental evaluation of equivalent diameters of drains. 90005 90002 Suits et al.method requires determining the coefficient of consolidation for remolded soil samples by standard laboratory tests, then consolidating the same soils using wick drains. The soils used for this experiment include, but are not limited to clay, organic silty clay, and peat. The reported values ​​are approximately equal to the prediction from the linear least squares model [16]. 90005 90002 Assuming negligible resistance to water flow, a unique value for d 90064 w 90065, based on the model data for drain thickness and width, may be calculated.Equation (7) indicates that for t = b, d 90064 w 90065 = 1.2b, approximately the diameter of a circle with area b 90042 2 90043. Equation (7) yields an appropriate value of the equivalent diameter of the drain for all t / b. 90005 90002 90003 d 90064 w 90065 90004 90003 = 0.5 * b + 0.7 * t (7) 90004 90005 90002 Values ​​calculated from equations (1), (2), (3), and (7), and are combined with average experimental values ​​from Suits et al. (1986) are shown in Table 1. The NYLEX and AMER-DRAIN were tested with clay only, but all over drain types were tested with each soil.Equations (2) and (7) report values ​​similar to the experimental values. Whereas equation (1) values ​​are consistently larger, and equation (3) values ​​are smaller. Equations (2) and (7) seem to yield regularly agreeable values, however when b = t, the two methods yield results that vary by 20% [10]. 90005 90002 90205 90005 90002 [H] Comparison of Equivalent Drain Diameters by Various Methods 90005 90002 In summary, the equivalent diameter is essential for proper interpretation of field data to assess field conditions.The equivalent diameter of the shape of prefabricated drains was determined using an electrical analog field plotter. Values ​​determined by this method agree with experimental values ​​of Suits et al. (1986). Equivalent diameters of presently available prefabricated drains can be computed with reasonable accuracy from either equation (2) or (7), but (7) yields a more accurate value for all t / b. 90005 90015 Advantages 90016 90213 90214 Decrease overall time required for completion of primary consolidation due to preloading 90215 90214 Decrease the amount of surcharge required to achieve the desired amount of precompression in the given time 90215 90214 Increase the rate of strength gain due to consolidation of soft soils when stability is of concern 90215 90214 Comparison to sand drains: 90213 90214 Economic competitiveness, less disturbance to the soil mass compared to displacement sand drains, and the speed and simplicity of installation.Also feasible to be installed in a nonvertical orientation. [12] 90215 90224 90215 90224 90002 Rixner, Kraemer, and Smith (1986) have also outlined some technical advantages of PV drains compared to sand drains. They separate these advantages by sand drain type. There is displacement drains, which displace the soil as the drain is installed, and non-displacement, which does not displace the soil during drain installation. They found the following advantages of PVDs: 90005 90229 Displacement 90230 90213 90214 considerably less disturbance of cohesive soils during installation due to: smaller physical displacement by mandrel and top, and typically static push rather than driving 90215 90214 installation equipment usually lighter, more maneuverable on site 90215 90214 do not require abundant source of water for jetting 90215 90224 90229 Non-Displacement 90230 90213 90214 do not require control, processing and disposal of jetted spoil materials; fewer environmental control problems 90215 90214 field control and inspection not as critical 90215 90214 definite potential for cost economy 90215 90214 eliminate cost of sand backfill of drains, quality control problems and related truck traffic 90215 90214 jon control and inspection requirements are reduced due to simplification of installation procedures 90215 90224 90229 General 90230 90213 90214 there is greater assurance of a permanent, continuous vertical drainage path; no discontinuities due to installation problems 90215 90214 PVDs can withstand considerable lateral displacement or buckling under vertical or horizontal soil movement 90215 90214 faster rate of installation possible 90215 90214 where very rapid consolidation is required, it is practical to install PVDs at close spacing 90215 90214 PVDs can be installed underwater and in a non-vertical orientation more conveniently 90215 90224 90015 Disadvantages 90016 90213 90214 If the compression layer is overlain by dense fills or sands, very stiff clay or other obstructions, drain installation could require predrilling, jetting, and / or use of a vibratory hammer, or may not even be feasible 90213 90214 Under such conditions, general pre-excavation can be performed if appropriate 90215 90224 90215 90224 90213 90214 Where sensitive soils are present or where stability is of concern, disturbance of the soil due to drain installation may not be toler able 90213 90214 In such cases, sand drains installed by non-displacement methods or an alternate soil improvement technique may be more practical 90215 90224 90215 90224 90213 90214 Winter Considerations 90213 90214 During cold winter conditions, the ground is subject to frost.A frost line, the depth at which the ground is subject to freezing, can typically be measured at 3 ft in the midwest United States, for example. The frost can reduce or prevent the drain discharge at the groundwater table or into the drainage blanket at the ground surface, building up a back pressure. The build-up of back pressure will temporarily retard the time development of the consolidation settlement; perceived as a flattening time-settlement curve. The flattening may lead to a false premise that primary consolidation has reached an end.However, once winter conditions pass, and the ground within the frost line thaws, settlement has potential to reinstate [5]. 90215 90224 90215 90224 90002 90294 90005 90002 [I] PVD Installation 90005 90002 PVDs are installed by a hollow steel mandrel encasing the wick drain material. The mandrel is driven into the ground by a stitcher attached to an excavator carrier, as seen in figure I. This is a vibrating force, but static options are also available for areas near underground utilities.At the base of the mandrel, the wick is looped through a steel anchor to secure the drain in place. Once the desired depth is reached, the drain is anchored and the mandrel is extracted. The mandrel is withdrawn 15 to 20 cm above the surface for the wick drain to be cut. If the soil the mandrel is driving into is exceedingly stiff, and the mandrel can not be vibrated or hammered into the ground, predrilling may become necessary. 90005 90015 Depth of Installation 90016 90002 Drains are not likely to accelerate consolidation if induced effective stress is not greater than the preconsolidation stress.The optimum depth of the wick drains lies within the preconsolidation stress margin as the stress from the surcharge diminishes with depth. However, if there is a pervious soil layer below the preconsolidation margin, the wick drain should be extended into that soil layer. This will aid in assuring the discharge of the water [5]. 90005 90015 Width of Installation 90016 90002 Soil strata are not defined as entirely uniform layers, therefore there may not be equal volumes of water to be drained.If some portions of a layer have a greater amount of drainage, the soil will settle to fill those voids. This leads to differential settlements and could prolong the consolidation time. To help avoid this issue, wick drains should be distributed across the entire footprint of an embankment and a small distance beyond. It is advised to place the outermost rows of drains between one third and one half of the proposed embankment’s height beyond the embannkment. However when designing the wick drain’s layout, homogeneous soil can be assumed for simplicity [5].90005.90000 Drainage Guide | Step 1: Find + map drainage problems. 90001 90002 90003 90002 Normal drainage problems start during a rain storm and can last for a few days afterward. They usually fit one of these 3 memorably named categories: 90003 90006 90007 Lake Downspout 90008 90007 Soggy Lawn Swamp 90008 90007 Rainy River 90008 90013 90002 There is a 4th category that we will not be tackling in this guide, the 90015 Eternal Wet Zone 90016.This is a soggy bit of landscape that never seems to dry up, even when it has not rained for weeks. It is probably a spring, an area of ​​unusually high water table, or a leaking water or sewer pipe. All of these situations call for professional assistance. Do not start digging into an area that may be a little spring, or it is likely to become a BIG spring. Here is an article that will give you a little insight on dealing with springs. 90003 90002 Installing a drain system yourself is probably going to involve some expense for plastic drain pipe (still called drain tile by some — I will use both terms), much gravel, and a lot of digging.Before you start spending you time and treasure, let’s figure out 90019 WHY 90020 your yard, lawn or garden has a drainage problem, and then we will figure out how to best 90019 FIX 90020 it. That means going out in the next rain storm and getting a little wet … 90003 90002 Before the next rain storm you should do these few tasks. First, round up a dozen or two wooden stakes, a hammer, a pencil or two, and a rain poncho or umbrella. Next make a sketch — on something fairly water proof — of the portion of your yard that has the drainage problem (I like to use a scrap of plywood).Lastly check your gutters and downspouts to make sure they are not plugged and that the downspouts are intact. You may want to have others in your household read this guide also so they can do the discovery task for you if you are not home during the next big rain storm. 90003 90002 Shortly after the rain storm starts head outside and watch for the occurrence of our 3 memorably named water drainage problems; Lake Downspout, the Soggy Lawn Swamp, and the Rainy River.90003 90002 90003 90002 The first drain problem to show up is usually 90019 Lake Downspout 90020. Try to figure out why rain water is building up near your gutter downspout. Is the ground next to the house tilted back towards the house so the water can not flow away? Does the problem downspout have a whole lot more water coming out of it than other nearby downspouts? Are there two gutter downspouts fairly near each other with a lake between them? 90003 90002 Mark the center of any Lake Downspout with a stake with the number 1 written on it.Note if the soil is fairly soupy so the stake slides right in, or if it takes firm steady pressure to push the stake in 90015 (indicates clay soil) 90016, or if you have to hammer the stake through a hard crust 90015 (indicates surface compaction) 90016. Make notes on your plywood sketch of any clues you discover. 90003 90002 90003 90002 The next drainage problem to pop up is usually the 90019 Soggy Lawn Swamp 90020, though in your yard it may be better called the Soggy Garden Swamp, the Under Deck Flood, or some other soggy area I will let you name.Slosh on out to the middle of each one and stick a stake in with the number 2 written on it. Again note how hard it is to push the stake in. 90003 90002 Mark these places on your sketch and then look around to try to find where the water is coming from. Is a Lake Downspout feeding your swamp? Does the swamp show up as a broad low area in an otherwise flat lawn? Is your swamp the pathway between raised flower or garden beds? Or does it fill the area above or below a retaining wall? Is your swamp backed up against your foundation wall? Is it stretched across a dip in your driveway or along the edge of a patio? Take lots of notes and mark all these areas with your # 2 stakes.90003 90002 90003 90002 After awhile it will be time for the 90019 Rainy River 90020 to start flowing (if you are unlucky enough to have one). Sketch its path and mark it with stakes with a 3 written on them, usually one at the river’s beginning, one in the middle, and one at it’s end. Again note how easy or hard it is to put the stakes in. Try to figure out where the river originates and why it flows where it does. Does the river begin on your property or your neighbors? What is feeding the river? Is it flowing across an area that causes any problems for you? Is there a natural depression or swale that the river follows? Does it drain to a ditch, the street, or just flow into another Soggy Lawn Swamp? If it flows into a Soggy Lawn Swamp, does the swamp keep growing or does it stay the same size? 90015 (in other words, can it handle the additional flow?) 90016 90003 90002 90003 90002 Wander around a little longer and see if anything changes much, and if any other insights come to mind.Then go inside, dry off, have a cup of coffee, and try to figure out how you are going to explain your strange behavior to the neighbors. 90003 90002 Once the rain stops head back outside with your pencil and sketch. Take notes on which areas disappear first. Normally the Lake Downspouts and the Rainy Rivers will disappear first, and the Swamps will hang around the longest — but not always. Note on your sketch the places that disappear quickly. Also mark the ones that are very slow to disappear, like more than 8 hours.This TIMING information will be useful in setting priorities of which drainage problems to tackle first. 90003 90002 So now you have information on where your drainage problems occur, some clues as to why they occur, and information on how severe they are 90015 (that’s the drain time information) 90016. 90003 90002 90019 Next in Step 2 «How To Design a Drainage System» we will figure out how to solve these problems 90020 90003 .90000 Plastic Drainage Products Plastic Drain Basins Plastic Catch Basins 90001 90002 US $ 0,10 — US $ 10,00 / Piece | 5000 Piece / Pieces (Min.Order) 90003 90004 90005 Shipping: 90006 90007 Support Sea freight 90008 90009 .90000 25mm Hdpe Plastic Drainage Board, Dimpled Plastic Drain Sheet 90001 90002 Product Description 90003 90002 90003 90006 90007 90008 90009 Size 90010 90009 500 * 500mm 90010 90013 90008 90009 Color 90010 90009 black white green 90010 90013 90008 90009 Material 90010 90009 PET / PP 90010 90013 90008 90009 Shape 90010 90009 massive 90010 90013 90008 90009 Compressive strength (kpa) 90010 90009 450 90010 90013 90008 90009 Quality (g / m2) 90010 90009 1500 90010 90013 90008 90009 MOQ 90010 90009 100 Square meter 90010 90013 90050 90051 90002 90003 90002 90003 90002 1.The concave-convex high pressure drainage and storage board has the functions of drainage in the construction layer, drainage of infiltration water in the soil and storage of partial infiltration water. Compared with the previous generation of drainage products, it has the following advantages and disadvantages: 90003 90002 2. The north is dry and rainless, and the water storage and drainage board can store water, which is beneficial to the growth of vegetation. 90003 90002 3. The convex side wall of concave-convex high-pressure drainage water storage board is thicker, so its compressive strength is larger, which can reach more than 40T.It is far larger than the similar products such as plastic convex sheet (high density polyethylene drainage board, high impact polystyrene drainage board), plastic drainage net mat and so on (which can be used for actual rolling test), and it can meet the construction requirements of backfilling soil. Normal operation requirements; 90003 90002 4. The supporting surface of concave-convex high compressive drainage water storage plate is relatively large. It will neither block drainage passage because of the subsidence of overlying non-woven fabric (as shown below), nor block drainage passage because of the lack of tension and tearing of non-woven fabric.The concave-convex high compressive drainage water storage plate can completely retain drainage space and completely avoid the plastic convex sheet due to non-woven. Cloth subsidence leads to poor drainage, which will never lead to vegetation withering and death. 90003 90002 II. Installation and construction technology of concave-convex high compressive drainage water storage plate 90003 90002 Installation and construction of concave-convex high compressive drainage impoundment slab are laid directly on the finished fine stone concrete protective layer as shown in the figure above, and the slab is fastened and lapped.90003 90002 90069 Installation and Construction Conditions of Concave-convex High Pressure Drainage Storage Plate: 90070 90003 90002 1. The surface of the base should be smooth. 90003 90002 2. The construction of fine stone concrete protective layer has been completed and accepted. 90003 90002 Construction Technology of Concave-convex High Pressure Drainage Storage Plate 90003 90002 Installation and construction of concave-convex high pressure drainage impoundment plate are laid according to the requirements of the design drawing, and the plate is lapped by buckling.90003.