ATCE-II. Construction Dewatering. Advanced Topics in Civil Engineering Construction Dewatering. Professor Kamran M. Nemati Second Semester

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1 Construction Dewatering ecture 13 The purpose of construction dewatering is to control the surface and subsurface hydrologic environment in such a way as to permit the structure to be constructed in the dry. Dewatering means the separation of water from the soil, or perhaps taking the water out of the particular construction problem completely. This leads to concepts like pre-drainage of soil, control of ground water, and even the improvement of physical properties of soil. 1 Dewatering: CAISSONS Excavation from within the permanent structure. If the site is on land, the structure is built in place. If the site is offshore, the structure is floated into position. To reduce the frictional resistance between the caisson and the surrounding ground: Add weight Bentonite clay slurry is injected at the soil-structure interface. Jetting is used in cohesionless soils. Second Semester 005 1

CAISSONS (Cont d) During unwatering a caisson in cohesionless soils, the upward flow from the surrounding groundwater induces a uick condition which results in loss of strength at the bottom of

2 CAISSONS (Cont d) During unwatering a caisson in cohesionless soils, the upward flow from the surrounding groundwater induces a uick condition which results in loss of strength at the bottom of excavation. To prevent uick condition, the head difference causing flow should be kept low. Caissons should not be used in the vicinity of existing structures that can be damaged due to loss of ground from beneath their foundations. 3 Permeability and Seepage Flow of Water in Soil Soils have interconnected voids through which water can flow from points of high energy to points of low energy. It is necessary to estimate the uantity of underground seepage for investigating problems involving the pumping of water for underground construction, and making stability analysis of earth dams and earthretaining structures that are subjected to seepage forces. 4 Permeability Test (Constant ead Test) ASTM D434 = Water flowing through the soil at a constant rate Q = Amount of water collected in a given time period, t Then: Q = t Apparent velocity of the flow v= A or = va Soil area,a Q 5 Second Semester 005

3 Permeability (Cont d) In 1856, Darcy published a simple euation for the discharge velocity of water through saturated soils: ν : the apparent velocity k : the coefficient of permeability (aka: ydraulic conductivity a material s constant) i : hydraulic gradient By definition: v = i= ki : the head causing flow over the distance. 6 Permeability (Cont d) Q = t => Q = (va)t => Q = (ki) At = va v = ki i= Q = k ( ) At Solve for k : Q At 7 Range of Permeability for Various Soils Soil Permeability Coefficient, k (cm/sec) Relative Permeability Coarse gravel Exceeds 10-1 igh Sand, clean 10-1 to 10-3 Medium Sand, dirty 10-3 to 10-5 ow Silt 10-5 to 10-7 Very low Clay ess than 10-7 Impervious Gravels are 1 million times more pervious than clays 8 Second Semester 005 3

4 Example for the Constant ead Test For a constant head laboratory permeability test on a fine sand, the following values are given: ength of specimen = 10 in. Diameter of specimen =.5 in. ead difference = 18 in. Water collected in minutes = in. 3 Determine: a. ydraulic conductivity, k, of the soil (in./min.) b. Discharge velocity a. b. Q At v = ki = = ( 0.031)( 10) π ( 18).5 ( ) 4 = in./min. 18 = ( ) in./min 9 Permeability in the Field by Pumping from Wells In the field, the average hydraulic conductivity of a soil deposit in the direction of flow can be determined by performing pumping tests from the well. π k( 1) = R ln R 1 π π R ln R ( ) 1 1 R ln ( ) W R W 10 k Determined from Pumping Tests For D 10 = 0.3 mm, 000x10-4 cm/sec = 0. cm/sec Second Semester 005 4

--IIII -II Example Consider the case of pumping from a well in an unconfined permeable layer underlain by an impermeable stratum. Given: = 6 ft3/min 1 = 15.7 ft at R1 = 100 ft = 18.

5 --IIII -II Example Consider the case of pumping from a well in an unconfined permeable layer underlain by an impermeable stratum. Given: = 6 ft3/min 1 = 15.7 ft at R1 = 100 ft = 18.0 ft at R = 00 ft Calculate the hydraulic conductivity (in ft/min) of the permeable layer. R (6 ) ln ( ) k= ln = = ft/min π ( 1 ) R1 π ( ) 1 -II Small pipes, up to.5 inches in diameter, connected to screens at the bottom and to a vacuum header pipe at the surface constitute a wellpoint system. 13 -II Effective lifts of 15 ft. are uite common at sea level, and under certain circumstances, lifts can be increased to as much as 5 ft. 14 Second Semester 005 5

6 15 16 Multistage wellpoint system 17 Second Semester 005 6

Construction Dewatering

Construction Dewatering Introduction The control of groundwater is one of the most common and complicated problems encountered on a construction site. Construction dewatering can become a costly issue