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ZANCO Journal of Pure and Applied Sciences Time-Dependent Multiplier for Load Test ZANCO Journal of Pure and Applied Sciences The official scientific journal of Salahaddin University-Erbil ZJPAS (2016), 28 (6); 1-7 http://doi.org/10.21271/ZJPAS.28.6.1 Time-Dependent Multiplier for Load Test Kanaan S. Youkhanna Civil Engineering Department, College of Engineering, University of Duhok, Duhok, IRAQ A R T I C L E I N F O A B S T R A C T Article History: The ACI Code does not provide information about the time-dependent Received: 30/08/2015 multiplier for the period (0≤ t ≤1 day). A Single span portal frame is cast to Accepted: 21/06/2016 perform load test. Load test is performed and the results indicate that time- Published: 10/1 /2017 dependent deflection takes place from the first hour after load application. The Keywords: frame passed the load test successfully. Theoretical formula to predict time- beam, dependent multiplier () for the period (0 ≤ t ≤ 1 day) is suggested. The suggested deflection, formula is to be used with the ACI code method in calculating long-term frame, deflection. The suggested formula gives logical value for t = 0 compared to other load test, formulas, also may be used in computer aided design. Time-dependent multiplier. *Corresponding Author: Kanaan S. Youkhanna, E-mail: [email protected] 1. Proof testing to show that a structure 1. INTRODUCTION can safely resist intended design loads 1.1 Load Test with an adequate factor of safety against failure. Concrete structures are designed to carry 2. Proof testing to show that a structure dead and live loads during construction and in can resist the working design loads in a service. The in-place strength of concrete will serviceable fashion where deflections not be equivalent to that measured on standard and cracking are within limits considered acceptable. cylinders (due to handling, placing, 3. Testing to failure to show the ultimate consolidation, and curing). Structural design capacity of a structural member. principles recognize this, and the ACI Code (ACI 2011) has a process of assuring the structural safety of the concrete construction. A general acceptance for the behavior ACI Code, chapter 20, provides provisions for under test load is that a member does not show the use of load testing as one means of strength evidence of failure. evaluation of existing concrete structures. ACI 1.2 Time-Dependent Deflection Committee 437 (ACI 437-2007) reported that the purpose of load testing should be divided Deflections must be controlled to ensure into three distinct categories: satisfactory performance of concrete structures. Considering serviceability of concrete systems, 2 Youkhanna, K. /ZJPAS: 2016, 28(6): 1-7 several reasons to control deflections arise, 2. SCOPE OF RESEARCH among them: In this study, an attempt is made to show 1. To prevent damage of attached that the time-dependent deflection takes place partitions or other construction during the first hours after the application of elements likely to be damaged by large loading. Also, an attempt is made to suggest a deflections. theoretical formula for time-dependent factor 2. To prevent deflections to be noticeable by occupants such as to convey a sense for the period (0 ≤ t ≤ 1 day). Since the load of inadequacy or safety concerns. test is consisted of four stages of load application, it is preferable to prove that time- dependent deflection takes place during the Simplified methods for predicting short- first hours after the application of loading. term and long-term deflections are mainly based on empirical equations that are based on experimental research, these approaches are 3. RESEARCH SIGNIFICANCE available in codes (ACI 2011) (Standard Australia 2009) (Notes on ACI 2008) (CEB – Serviceability requirements make it FIP 1993). An example of simplified imperative for the structural designer to possess approaches is that of Australian Standard for simple and reliable formulas to predict concrete structures (Standard Australia 2009). deflections (instantaneous and particularly According to Australian Standard AS 3600, the time-dependent). For the period (0 ≤ t ≤ 1 day), long-term deflection due to creep and the ACI Code does not provide values of time- shrinkage is derived by multiplying the short- dependent multiplier. So, in this study, a goal term deflection by a factor, Kcs which depends is to set a formula to predict values of time- upon the steel area provided in the member dependent multiplier (ξ) for periods less or cross section at compression and tension zones. equal to 1 day. Nowadays, mathematical This empirical factor for a reinforced concrete formulas, as simple as possible, are required beam or slab is given as for computer aided design. This is another A significant point from the present study. sc K cs 2 1.2 0.8 . Analytical model Ast is proposed (AL-Nu’man 2007) for the 4. Prediction of Deflection According to the calculation of long-term deflections of ACI Code 318 - 2011 reinforced concrete two-way slabs. Mechanism Generally, instantaneous deflection may be of creep and shrinkage in concrete are of a predicted by: similar nature and both are due to the M .L2 movement of moisture from cement gel of 5 a i K. (1) hardened concrete (Lenczner 1981). 48 Ec .I e Where There is lack of information regarding time – dependent multiplier for load test. 3 3 M M I cr (I ) 1 cr (I ) (2) e M g M cr a a f r .I g M cr (3) yt 3 Youkhanna, K. /ZJPAS: 2016, 28(6): 1-7 ' It can be seen from Table (1) and Fig. (1), f 0.62 f c (4) r that there are no values given to time- dependent multiplier ξ for periods less or equal Where I is the effective moment of inertia, e to 1 day. Ig is the gross moment of inertia, Icr is the cracked moment of inertia, Mcr is the cracking moment of the section, Ma is the applied 5. Experimental Work – Model for Load moment, fr is modulus of rupture of concrete, yt Test is the distance from the section's centroidal axis Single span portal frame F1 was cast as (neglecting reinforcement) to the extreme fiber case study for load test. General configuration in tension. Additional time-dependent ’ of frame F1 is shown in Fig. (2). Concrete: fc = deflection, Δ(cp+sh) may be estimated as: 23 MPa. Steel: fy = 700 MPa, Footing: (350x350x100)mm, 4–φ5 mm. Cement fineness is 290 m2/kg (Blaine), initial and final (cpsh) .(i )sust (5) setting times (Vicat) are 150 min and 320 min respectively. Specific Gravity of sand is 2.61 and absorption is 0.69 %. Specific Gravity of ' (6) 1 50 sand is 2.59 and absorption is 0.71 %. Based on the ACI Code, calculating Where ξ is the time-dependent multiplier given in Table (1) and Fig. (1) (ACI 2011). bending capacity of beam section, then equating this bending capacity to suitable moment coefficient formula, the load to be Table (1) Time-dependent multiplier . applied as follows: Duration According to support moment: w = 10.19 kN/m According to mid-span moment: w = 8.91 3 months 1.0 kN/m 6 months 1.2 12 months 1.4 5 years or more 2.0 Figure 2: Detail of frame (F1) To ensure safety, the smaller load value w = 8.91 kN/m (0.61 k/ft) is chosen. To ensure that the beam will not reach failure during load test, the applied test load for frame F1 is taken less than 8.91 kN/m assumed to be 6.0 kN/m Figure 1: Time-dependent multiplier . (0.41 k/ft). This is due to the requirements of safety and practical considerations for load application. Dead and live loads are assumed 4 Youkhanna, K. /ZJPAS: 2016, 28(6): 1-7 approximately (depending on load factors) as follows: 1.2 DL (6.0) 2.57kN / m(0.18k / ft) 1.2 1.6 1.6 LL (6.0) 3.43kN / m(0.24k / ft) 1.2 1.6 Dead load (2.57 kN/m) (0.18 k/ft) was applied for a period of 35 days, after which a test load is performed applying live load of Figure 4: Load-deflection relationship of the load test for Frame F1. 3.43 kN/m (0.24 k/ft) in four increments (stages). Dead and live loads were applied Table (2) Load test results for portal frame F1. experimentally using concrete blocks and sacks Increment Load Time Deflection filled with gravel and hanged on steel pipes, Type (hr) Load (mm) Fig. (3). For load test, live load increment is (kN/m) equal to 3.43 / 4 = 0.8575 kN/m, and Table (2) DL 0 2.57 0.000 A gives the results of the load test for the portal B frame F1, and the load-deflection relation of 1 DL + 0 3.43 0.071 the load test performed is shown in Fig (4). % LL 0.5 0.076 C From Table (2), it is obvious that the 2 0.5 4.29 0.242 duration of each stage is half an hour. At the beginning of each stage (load increment), the 1.0 0.251 value of deflection is less than the deflection at 3 1.0 5.14 0.441 the end of same stage. This is a very good indication that time-dependent deflection takes 1.5 0.460 place even for a small period of time (hours) 4 1.5 6.00 0.675 after the application of the load. 2.0 0.720 24.0 0.765 D DL 48.0 2.57 0.401 A The reading for dead load is considered as datum value.
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