THEORETICAL BEHAVIOR OF COMPOSITE CONSTRUCTION PRECAST REACTIVE POWDER RC GIRDER AND ORDINARY RC DECK SLAB

International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 12, Dec 215, pp. 8-21, Article ID: IJCIET_6_12_2 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=12 ISSN Print: 976-638 and ISSN Online: 976-6316 IAEME Publication THEORETICAL BEHAVIOR OF COMPOSITE CONSTRUCTION PRECAST REACTIVE POWDER RC GIRDER AND ORDINARY RC DECK SLAB Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha College of Engineering, Babylon University, Iraq ABSTRACT This study displays numerically (or theoretically) investigation by using the finite element models for experimental work of composite behavior for hybrid reinforced concrete slab on girder from locale material in Iraq, ordinary concrete in slab and reactive powder concrete in girder, RPC, with steel fibers of different types (straight, hook, and mix between its), tested as simply supported span subjected under two point loading. Which ANSYS version 15. is utilized. By studying the compatibility between the experimental results and the theoretical results. As well as, parametric study of many others variables are investigated by using ANSYS (version 15.), such as: changing the compressive strength of the slab, changing the main reinforcement of the girder, and changing thickness of resin bond layer between girder and slab. The results showed that the increasing of the grade of slab concrete from 25.8 MPa to (45, 55, 158)MPa the ultimate capacity increases by (7.5, 14.2, and 24.5) % and the deflection decreases to (1.6, 16.4, and 24.8)% for reinforced hybrid RPC girder with NC slab. Also, the results indicated that the increase of the area of tension reinforcement in the girder of the considered section, by (33.3) %, improves the stiffness behavior and the ultimate capacity by 19.7%. Which the results confirmed that the degree of improvement of the both parameters :(grade of slab concrete and area of tension reinforcement bars of the girder) on hybrid reinforced girder is much larger than for same specimen without shear reinforcement (using epoxy adhesive). Since the improvement in the ultimate load of the considered specimen without shear reinforcement does not exceed 5%; however, the bond-slip decreases to 18.4%; and the deflection decreases to 32.6%, when compressive strength of the slab increases from (25.8 to 158) MPa. In addition, There is an optimum epoxy layer thickness that give the best behavior and strength and it is 4mm for the considered specimens in the present study. http://www.iaeme.com/ijciet/index.asp 8 editor@iaeme.com

Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab Key words: ANSYS Analysis, Area of Tension Reinforcement, Bond-Slip, Compressive Strength, Reactive Powder Concrete, RPC, Resin Bond Layer, Hybrid Concrete, Composite Section, RC Girder, RC Slab, Shear Connecters, Inverted T Section. Cite this Article: Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha. Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab. International Journal of Civil Engineering and Technology, 6(12), 215, pp. 8-21. http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=12 1. INTRODUCTION Research over the past decade has yielded a new classification of concrete called Reactive Powder Concrete, RPC, now labeled and classified as Ultra-High Performance Concrete, UHPC. The term UHPC is used for defining concretes that are produced by carefully selected high quality components, optimized blend designs, which are batched, mixed, placed, consolidated and cured to the highest industry standards. Forster, 1994 [1] defined UHPC as "a concrete made with appropriate materials combined according to a selected mix design and properly mixed, transported, placed, consolidated, and cured so that the resulting concrete will give excellent performance in the structure in which it will be exposed, and with the loads to which it will be subjected for its design life". While American Concrete Institute had defined UHPC as Concrete meeting special combinations of performance and uniformity requirements that cannot always be achieved routinely using conventional constituents and normal mixing, placing and curing practices [2]. These requirements may involve enhancements of characteristics such as placement and compaction without segregation, long-term mechanical properties, early-age strength, volume stability, or service life in severe environments. UHPC (or RPC) technology contributes significantly to the realization of sustainable development. The technology carries an equation that sums up sustainable construction in that it provides for a minimum impact on the environment, maximizes structural performance and provides a minimum total life-cycle cost solution. RPC is a cold cast cementitious material in which the mechanical properties of the composite matrix are improved. This material is very high strength and ductile. Its more isotropic nature and greater ductility make it. All these improvements, however, result in a substantial cost increase over conventional and even high-performance concrete. Because of its cost, RPC will not replace concrete in applications where conventional mixes can economically meet the performance criteria. However, with some of its performances nearing those of metals and at a minor cost compared to steel, RPC becomes truly competitive in areas where steel is predominant. To increase the load carrying requirement of steel sections, a hybrid section is used. The concept of hybrid section in steel structures is not a new idea. In 199, Salmon, C. G., and Johnson, J. E. [3] defined a hybrid girder as one that has either the tension flange or both flanges of steel section made with a higher strength grade of steel than used for the web. 2. LITERATURE REVIEW A brief of some research related to this study, are presented, as: Aziz, 6 [4] studied the experimental and theoretical flexure and shear behavior of simply supported seventeen hybrid concrete I- beam under two-points load, with and http://www.iaeme.com/ijciet/index.asp 9 editor@iaeme.com

Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha without construction joints by epoxy layer, the hybrid section was from conventional and high strength concrete distributed on upper flange- web lower flange for two groups. Also, ANSYS program was used to test and compare with the experimental results. The construction joints were modeled by using three dimensional surface-tosurface contact (Interface) elements connected with concrete elements at shared nodes represented the adhesion epoxy layer, and using a nonlinear spring element (COMBIN-39) to represented the dowel action of the transversely crossing bars in ANSYS program. The results indicated that for two-construction joint beams, no interface slip was recorded at the joints between tension flanges and web. Also, the tested beams that had one-construction joint had exhibited an increase in ductility between (4% - 8%). While the tested beams that had two-construction joints had exhibited an increase in ductility between (6% - 62%). Resan, 212 [5] investigated the experimental and theoretical flexure behavior of simply supported sixteen composite beams, from ferrocement slab and aluminum beam (I- section and box) connected together by adhesive epoxy layer, under static load subjected to 3-point loading, as described in fig. (1 and 2). ANSYS program was used to test and compare with the experimental results. Different models with different interface element types (linear spring element COMPIN14, nonlinear spring element COMPIN39, cohesive zone interface element INTER25, and a solid shell element of SOLSH19) were used to simulate the adhesive epoxy layer. Model COMPIN14 spring element gave closer results to experimental ones as well as less solution iterations and so less solution time in ANSYS program. The results reveal that the proposed beams have a good loading capacity relative to their weight, by the assistance of using the epoxy which was provided adequate bond that could be perfect as the slip between the slab and beam remain very small during the test. Figure 1 Details of the composite beams tested by Resan [5]. Figure 2 Aluminum sections details that used in the composite beams tested by Resan [5]. Al-Amry, 213 [6] studied the experimental and theoretical shear behavior of nine reinforced concrete deep beams made of hybrid concrete: Normal strength concrete (NSC) in tension zone and high strength concrete (HSC) in compression zone, under effect of two point static loads. One of them was tested as pilot and eight beams were divided into two groups (A and B, as described in fig. 3. Also ANSYS program was used to test and compare with the experimental results. The construction joints were modeled by using nonlinear node-to-node interface element Contac 52 that http://www.iaeme.com/ijciet/index.asp 1 editor@iaeme.com

Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab represented for (with and without dowel action) in ANSYS program. The variables parametric were: the effects of: (HSC) layer thickness, presence of web reinforcement and method of casting (monolithically or at different times). The results were indicated that the hybrid beams which cast monolithically, were exhibited an increase in ductility about (13.3-22.6) % and (17.3-26.3) % for specimens without and with web reinforcement, respectively. While, the hybrid beams with construction joint and epoxy layer of thickness about (1 mm), exhibited larger increasing in ductility about (28.7%) and (3.2%) for specimens with and without web reinforcement, respectively when compared by control beam. Group A) without web reinforcement (Group B) with web reinforcement Figure 3 Details of tested hybrid beams by Al-Amry [6]. Ismael, 213 [7] investigated the experimental and theoretical flexural behavior of fifteen monolithic RPC T-beams. The variables parametric were: the effects of steel fiber volumetric ratio, silica fume ratio, tensile steel ratio, hybrid section and flange width. And for hybrid section, no construction joint was submitted because there was no time delayed between casting of the two materials. Also ANSYS program was used to test and compare with the experimental results. No Interface element was taken in ANSYS program, Its considered to be full bond between the material changing. The results were indicated that using RPC in web and normal concrete in flange effectively enhances the performance of T- beams in comparison with normal concrete T-beams. 3. EXPERIMENTAL PREPARATIONS 3.1. Concrete Mix Design 1. Reactive powder concrete: To product RPC with maximum strength by using local materials, it have been experimented tried mixes and chosen, which mixed [8] as shown in TABLE I. For 3 mixes that the only variable is (the type and ratio) of steel fiber. 2. Conventional concrete, CC: Normal weight concrete was used to cast all slabs and one girder. It was decided to choose a mix of 1:1.5:3 (by volume) cement, sand, gravel respectively and. 48 water cement ratio. All girders were cured by smearing in a container filled with tap water heated at rate (2C o per hour) until reached 6C o to avoid heat shock, and the temperature http://www.iaeme.com/ijciet/index.asp 11 editor@iaeme.com

Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha Mix remained constant at 6Cofor 2 days and the container was covered with polyethylene sheets, then the heat was gradually decreased to avoid heat shock, down to 2C o until the age reached 28days [9]. Cement Type Cement (Kg/m3) Micro silica (Kg/ m3) TABLE I Mix Proportions Sand (Kg/ m3) Super plasticizer (by wt. of Cementetious)% 5% 58.9 Kg/ m3 Water/cementetious (cement +silica) ratio steel fiber type and ratio Mix I Al- 2% 96 24.175 Mass straight Mix II Same same Same same Same same 2% hook 1% Mix III same Same same Same same Same straight+ 1% hook Mix IV same Same same Same same Same % 3.2. Material Properties Materials that used to product RPC and normal concrete, as described below: Cement: Ordinary Portland cement, Al-Mass, Locally-selected, complies ASTM C1 [1]. Fine aggregate: Locally-selected, very fine sand, rounded particle and smooth textures. And for RPC with maximum size 6μm complies ASTM C33-3 limits [11]. Coarse aggregate: The max size was 1mm, Locally-selected, complies ASTM C33 [12]. Water: Tap water was used for both making and curing. Steel Reinforcing Bars: deformed bars, deformation pattern C consists of diagonal ribs inclined at an angle of 6 degrees with respect to the axis of the bar), with properties as shown in TABLE II. Epoxy Adhesive: Sikadur -32 was used in this work for the bonding the old concrete (girder) (28 days after casting) and the new (slab) as 3mm thickness layer [13]. Admixtures: 1) Super plasticizer: for the production of RPC, high water reducing agent HWRA, Sika Viscocrete-4[14], was used in this work, complies with ASTM C494[15]. 3. Micro Silica Fume: from LEYDE manufactory company, according to ASTM C124 [16]. 4. Steel Fibers: two types of fibers were used in this work as described in TABLES III, IV. TABLE II Material Properties for Steel Reinforcement Properties for Grade4 for ASTM A 615/A 615M 4b [12] Diameter 12mm Diameter 8mm Yield stress, MPa Min required :4MPa 644 63 Ultimate strength, MPa, Min required:6mpa 812 895 Longitudinal,%,Min required: 9% 12.6 13.2 http://www.iaeme.com/ijciet/index.asp 12 editor@iaeme.com

Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab TABLE III Properties of the steel fibers, with ACI 544.1R-96[17], ASTM A82[18] Fiber type Hook ends Density kg/m3 78 Tensile strength, 18 MPa Length, mm 25 Diameter, mm.3 rounded section Aspect ratio 83 The min tensile yield strength is (345 MPa) TABLE IV Properties of the steel fibers manufactured by the Ganzhou Daye Metallic Fibres Co., Ltd, China Fiber type Straight, WSF 213, rounded section, Brass coated Density kg/m3 786 Tensile strength, MPa 23 Length, mm 13 Diameter, mm.2mm±.5mm Aspect ratio 65 3.3. Description of Experimential Tested Beams In this study, twelve RC sections (slab that cast after 31 days from girder casting) were made and tested up to failure under static load. As shown in Fig.4 and TABLE V the details of the sections, and the main parametric of this work. Figure 4 Reinforcement details for Specimens. http://www.iaeme.com/ijciet/index.asp 13 editor@iaeme.com

Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha Type of steel fiber TABLE V Group 1 Change steel fiber ratio, and type Concrete in section Type of shear connection Shear span over effect depth (a/d) Girder shape S1 Mix I RPC in girder Stirrups Φ8@ 3.3 Rect. S2 Mix II S3 Mix III S4 Mix IV Group 2 Changing type of concrete in section S5 Mix I Normal in all sections Stirrups Φ8@ 3.3 Rect. S1 RPC in girder S6 RPC @h/2 in girder from the bottom Group3 Type of shear connection S1 Mix I RPC in girder Stirrups Φ8@ 3.3 Rect. S7 S8 S9 Epoxy only (no shear stirrups Stirrups Φ8@ Stirrups Φ8@ in shear zones, and Epoxy@ flexure zone Group 4 changing Shear span over effective depth (a/d) S1 Mix I RPC in girder Stirrups Φ8@ 3.3 Rect. S1 4.3 S11 2.3 Group5 changing girder shape S1 Mix I RPC in girder Stirrups Φ8@ Rectangular S12 Inverted T- section 4. MODELING In ANSYS program version 15., all materials of the specimens as concrete and steel are modeled as nodes and elements. Solid element (CONCRETE 65) is used to represent the concrete for both RPC and ordinary concrete but with different material properties and input data. SOLID 185 is used to represent the steel plates at support and loading points. LINK 18 is used to model the steel reinforcement in the girder and the slab as discrete representation but with different material properties according to its diameter (Φ8, Φ12), distributed according to the specimens. A perfect bond is assumed between concrete and steel reinforcement. To represent the construction joint, COMBIN 39 is used to represent the connection layer between the slab and girder as discrete representation with using SURFACE-TO-SURFACE contact elements. Also to represent the construction joint, CONTAC 178 is used as another model. but the results of model (COMBIN 39 with SURFACE-TO-SURFACE contacts elements) is more close to the experimental results, so this study depends (COMBIN 39 with SURFACE-TO-SURFACE contacts elements) model. The finite element models adopted in this study have a number of inputs values. These inputs depend upon the experimental results and according to equations and assumptions of the finite modeling, which can be classified as: http://www.iaeme.com/ijciet/index.asp 14 editor@iaeme.com

Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab Concrete characteristics' values, indicated in table VI; Steel characteristics' values, indicated in table VII; Steel plates property, indicated in table VIII; Interface characteristics' values, shown in table IX and X. TABLE VI Concrete characteristics' values RPC Definition NSC Mix I Mix II Mix III Mix IV f MPa(1) Uniaxial Crushing Stress 25.8 158 125.3 14.2 115.7 ' c ft MPa(2) Uniaxial Cracking Stress 2.42 14.4 16.9 19.37 5.29 f cb MPa(3) Biaxial Crushing Stress 3.96 189.6 1.36 168.24 138.84 a h MPa(4) Hydrostatic Pressure 47.44 273.66 217.3 242.834.398 f 1, MPa(5) f 2, MPa(6) 1 (6) Hydro Biaxial Crush Stress a on, h Hydro uniaxial crush Stress a on, h Tension stiffening parameters 37.41 229.1 181.685 23.29 167.765 44.5 272.55 216.143 241.84 199.583 6 6 6 6 6.6.9.6.6.6 2 o (7) Shear transfer Coefficient.55.55.55.55.55 c.66.66.66.66.66 E Young s modulus of 23523 4566 42836 44233 4448 c MPa(8) elasticity (9) Poisson s ratio.195.234.229.243.284 (1), (2), (9), and (1) from experimental results. (3), (4), (5) and (5) according to Willam and Warnke[19] (7) and (8) from trial and error. TABLE X Load-Displacement for Nonlinear Spring Element in Shear Direction. Dia-meter Displa-cement, mm ** 1.22 2.74 3.154 4.265 5.416 6.6244 7.925 8 1.416 9 2.597 9.419* 8.666 TABLE VII Steel Property Parameters Diameter Steel Parameter Ab, mm2 fy, MPa Es,MPa E T,MPa Φ8.2655* 63* ** 6**.3 Φ12 113.97* 644* ** 6**.3 *Expermential results ** Aziz [4]. http://www.iaeme.com/ijciet/index.asp 15 editor@iaeme.com

Applied Load, kn Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha TABLE VIII Steel Plates Property Steel Plate Parameter Value Thickness of steel plates 15 mm Modulus of elasticity, Es MPa Tangent modulus of elasticity, E T MPa Poisson s ratio (υ).3 Material behavior Linear elastic TABLE IX Interface Property Parameters Interface Parameter Definition value Note μ Coefficient of friction 1. ACI-318 Code τmax Maximum equivalent shear stress, MPa 14.896 Xinzheng, and Jianjing [2] Target surface NSC as material 2 Contact surface RPC as material 1 FKN Contact compatibility factor 1. Assumed Fdu Ultimate dowel force, kn 9.419 Aziz [4] 5. RESULTS OF FINITE ELEMENT ANALYSIS COMPARISON WITH EXPERIMENTAL RESULT The largest difference in the results is in the first cracking load of S4, about (16.67%). The largest difference is in mid-span deflections at service load of S4 and S9 which is about (19.2%) for both specimens. The experimental and numerical slip (horizontal displacement) measurements versus applied load for S7 are shown in Fig.5. In general, the load-slip curve from the finite element analyses agree well with the experimental data with difference not more than 12.2%. 2 1 S7-slip-EXP S7-slip-FEM.5.1.15.2.25 Relative horizontal displacement between slab and girder, mm Figure 5 Bond slip for S7 http://www.iaeme.com/ijciet/index.asp 16 editor@iaeme.com

Applied Load, kn Applied load, kn Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab 6. PARAMETRIC STUDY The effect of some selected parameters on overall behavior of hybrid concrete, reinforced RPC girder with reinforced NSC deck slab are decided herein, as follows: 6.1. Compressive strength for the slab To study the effect of compressive strength of the slab on the flexural behavior of hybrid reinforced concrete sections, four specimens were taken, with changing grade of the concrete slab to (35, 45, and 65 as NSC, and 158 as RPC) MPa. From fig. 6 and 7, the results showed that the effect of the grade of slab concrete is more effective on S1 than S7, which there are no significant difference in the stiffness behavior in S7 group- (fć of 45, 55, and 158) MPa since the improvement in ultimate load did not exceed 5% when compressive strength increased from (25.8 to 158) MPa. While the increase in ultimate load of S1 was rather noticeable which exceeded 2% when the compressive strength of the slab developed from (25.8 to 158) MPa. Fig. 8 shows that the bond-slip decreased for S7 by (2.7, 7.9, and 18.4)% when the compressive strength of the slab developed from (25.8 to 158) MPa. 3 2 1 S1-(fć=25.8) S1-(fć=45) S1-(fć=55) S1-(fć=156) 5 1 15 2 Mid span deflection, mm Figure 6 Load-Deflection Curves for fć effect of S1 by ANSYS. 2 1 S7-(fć=25.8) S7-(fć=45) S7-(fć=55) S7-(fć=156) 1 2 3 Mid span deflection, mm Figure 7 Load-Deflection Curves for fć effect of S7 by ANSYS. http://www.iaeme.com/ijciet/index.asp 17 editor@iaeme.com

Applied Load, kn Applied load, kn Applied Load, kn Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha 2 1 S7-(fć=25.8) S7-(fć=45) S7-(fć=55) S7-(fć=156).5.1.15.2 Bond-Slip, mm Figure 8 Bond-Slip Curves for fć effect of S7 by ANSYS 3 2 1 S1-(4Φ12) S1-(4Φ16) S1-(4Φ1) 5 1 15 2 Mid span deflection, mm Figure 9 load-deflection curves for studying Tensile Reinforcement effect for S1 using ANSYS 6.2. Tension reinforcement steel of the girder To explain the effect of the tensile steel reinforcement area in girder on the behavior of homogenous and reinforced hybrid cross section, two specimens were studied with changing of tensile reinforcement area (4Φ1, and 4Φ16) for S1 and S7. Increasing the tension reinforcement area of the girder improves the stiffness behavior and the ultimate capacity. Fig. 9 and 1 indicate that the effect of increasing area of tension reinforcement of the girder is more effective on improving the stiffness behavior of S1 than S7; which when use Φ16 instead of Φ12, the improvement in ultimate load of S1 and S7 is (19.7, and 4.1)%, respectively. The small effect of increasing tensile reinforcement in the slab S7 may be attributed to the type of failure which is splitted in connection between the slab and girder. Fig.11 shows that increasing the area of tension reinforcement has no significant influence on bond-slip response for S7. 2 1 S7-(4Φ12) S7-(4Φ16) S7-(4Φ1) 1 2 3 Mid span deflection, mm Figure 1 load-deflection curves for Studying Tensile Reinforcement Effect for S7 using ANSYS. http://www.iaeme.com/ijciet/index.asp 18 editor@iaeme.com

Applied Load, kn Applied Load, kn Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab 1 S7-(4Φ12) S7-(4Φ16) S7-(4Φ1).5.1.15.2.25 Bond- Slip, mm Figure 11 Bond-Slip curves for changing Tensile Reinforcement of S7 using ANSYS. 6.3. Number of shear connectors and effect of epoxy resin layer. To explain the effect of thickness of epoxy resin layer, five specimens were studied on the behavior of hybrid reinforced cross section with no shear reinforcement S7, by changing the epoxy resin thickness to (1.5, 4, 6 and 1) mm. From noticing fig. 11, and 12, the results showed that when the thickness of epoxy resin layer increased from 1.5mm to (3, 4, 6,and 1) mm, the load in early stages (elastic-uncracked) increased about (63.6, 58.6, 73.5, and 111.7)%, respectively. For mid-span deflection is equal to 1mm.However, fig. 13 shows that there is an optimum epoxy layer thickness that give the best behavior and strength and it is 4mm, as also indicated in fig. 13 and at elastic-cracked and post-cracking stages. In general, all results and fig. 14 indicate that stiffness behavior and bond- slip response of specimen with epoxy thickness equals to 1 mm is acted as if it was 1.5mm thickness in post-cracking stage. Also, the same figure indicated that the bond-slip response of specimens with epoxy thickness equals to (3, 4, and 6)mm were similar at early loads stages. This was due to the epoxy layer thickness, when it was near to be slight, it would be not sufficient for the transfer of the stresses and strains from the slab to the girder. And as thicker of the epoxy layer was applied as it would be appropriate to accommodate and transferred the stresses and strains from the slab to the girder. But when the thickness of epoxy layer became larger, the behavior of it acted close to be rigid layer and bond slip was happening faster between the contact surfaces. 2 1 S7-(t=1.5mm) S7-(t=3mm) S7-(t=4mm) S7-(t=6mm) 1 2 3 Mid span deflection, mm Figure 12 Load-Deflection curves for Epoxy Resin Layer Effect for S7 by using ANSYS http://www.iaeme.com/ijciet/index.asp 19 editor@iaeme.com

Applied Load, kn Applied Load, kn Dr. Nameer A. Alwash, and Ms. Dunia A. Abd Al-Radha 2 191.3 212.9 22.9 25.6 184.5 1 84.4 11.6 94.4 12 Mid. Defle.=1mm Mid. Defle.=6mm Mid. Defle.=2mm 85.5 16.2 26.5 25.7 28.1 34.25 2 4 6 8 1 12 The Thickness Layer of Epoxy, mm Figure 13 Bond-Slip curves for Epoxy Resin Layer Effect on specimen S7 by using ANSYS 2 Figure 14 Bond-Slip curves for Epoxy Resin Layer Effect of S7 by using ANSYS. 7. CONCLUSION 1 S7-(t=1.5mm) S7-(t=3mm) S7-(t=4mm) S7-(t=6mm).5.1.15.2.25 Bond-Slip, mm There is reasonable agreement in the comparison between the experimental and the numerical of all results with maximum difference not exceeds (14.7%). From ANSYS results, the increasing of the grade of slab concrete from 25.8 MPa to (45, 55, 158)MPa the ultimate capacity increases by (7.5, 14.2, and 24.5) % and the deflection decreases to (1.6, 16.4, and 24.8)% for reinforced hybrid RPC girder with NC slab. From ANSYS results, the increase of the area of tension reinforcement in the girder of the considered section, by (33.3) %, improves the ultimate capacity by 19.7%. From ANSYS results, the degree of improvement of the both parameters :(1- grade of slab concrete and 2- area of tension reinforcement bars of the girder) on hybrid reinforced girder is much larger than for same specimen without shear reinforcement (using epoxy adhesive). Since the improvement in the ultimate load of the considered specimen without shear reinforcement does not exceed 5%; however, the bond-slip decreases to 18.4%; and the deflection decreases to 32.6%, when compressive strength of the slab increases from (25.8 to 158) MPa. There is an optimum epoxy layer thickness that give the best behavior and strength and it is 4mm for the considered specimens in the present study. http://www.iaeme.com/ijciet/index.asp 2 editor@iaeme.com

Theoretical Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab REFERENCES [1] Forster, S. W., "High-Performance Concrete Stretching the Paradigm ", Concrete International, Oct, 1994, Vol. 16, No. 1, pp. 33-34. [2] ACI Committee 318, Building Code Requirements for Reinforced Concrete (ACI 318-6) and Commentary-ACI318RM-6, American Concrete Institute, Detroit, 6. [3] Salmon, C. G., and Johnson, J. E., "Steel Structures: Design and Behavior", 3rd Edition, Harper Collins Publishers Inc., USA 199, (186) p. [4] Aziz, A. H. "Flexural And Shear Behavior Of Hybrid I-Beams With High- Strength Concrete And Steel Fibers", Phd thesis, Univ. of Al-Mustansiriya, 6. [5] Resan, S. F., "Structural Behavior of Ferrocement- Aluminum Composite Beams", Phd thesis, Univ. of Basrah, 213. [6] Al-Amry, M. Gh, "Experimental Investigation and Nonlinear Analysis of Hybrid Reinforced Concrete Deep Beams" M.SC thesis, Univ. of Babylon, 213. [7] Ismael, M. A.," Flexural Behavior of Reactive Powder Concrete Tee Beams", PhD. Thesis, Al-Mustansiriya University, 213. [8] Wille,K., Naaman, A.E., Parr-Montesinos, G.J., 211. Ultra-High Performance Concrete with Compressive Strength Exceeding 1MPa (22ksi): A Simpler Way, ACI Materials Journal, Vol.18, No.1, January-February 211, pp.46-54. [9] Wasan I. Khalil, Some Properties of Modified Reactive Powder Concrete, Building and Construction Department, Iraq: Technology University, Journal of Engineering and Development, Vol. 16, No.4, Dec. 212 ISSN 1813-7822 [1] ASTM C1-2a, Standard Specification for Portland Cement, American National Standard, 2. [11] ASTM C33-3, Standard Specification for Concrete Aggregates, American National Standard, 3. [12] ASTM A 615/A 615M 4b, Standard specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement, American Society for Testing and Materials, 5. [13] Sika, Sikadur -32, Epoxy Resin Bonding Agent, Technical Data Sheet, Edition 1, 5. [14] Sika ViscoCrete 4, High Range Water Reducing Admixture, Technical Data Sheet, Edition 8.212/v1 [15] ASTM C494, Standard specification for chemical Admixtures for concrete, American Society for Testing and Materials, 5. [16] ASTM C 124, "Standard Specification for Use of Silica Fume as a Mineral Admixture in Hydraulic-Cement Concrete, Mortar, and Grout", Vol. 4.2, 3. [17] ACI 544.1R-96, State-of-the-Art Report on Fiber Reinforced Concrete. Reported by ACI Committee 544, American Concrete Institute, 1997. [18] ASTM A 82/A 82M, Standard Specification for Steel Fiber for Fiber- Reinforced Concrete, 4,pp.1-4. [19] Willam, K., and Warnke, E, "Constitutive Model for the Triaxial Behavior of Concrete", Proceedings, International Association for Bridge and Structural Engineering, Vol. (19), ISMES, pp. 174, Bergamo, Italy, 1975. [2] Xinzheng, L, and Jianjing, J., "Elasto-Plastic Analysis of RC Shear Wall Using Discrete Element Method", International Conference on Enhancement and Promotion of Computation Methods in Engineering and Science (EPMESC), Shanghai, China, 1. http://www.iaeme.com/ijciet/index.asp 21 editor@iaeme.com