Effect of Type and Position of Shear Reinforcement of High-Strength Reinforced Concrete Deep Beams -ENG

Abstract

This paper reports experimental data on the behavior and strength of high-strength concrete deep beams reinforced with shear reinforcement. Tests were conducted on eight reinforced concrete deep beams with stirrups in different type and positions using high-strength concrete (compressive strength of about 85.0 MPa). The beams measured 1400 mm long, 100 mm wide and 300 mm deep, and were tested under two point loads. The test variables were type and position of web reinforcements [Shear stress of vertical stirrups ( v fy), Shear stress of horizontal stirrups ( h fy) and Shear stress of inclined stirrups ( α fy)] within shear span, within middle span(between two point loads) and along the beam. Conventional steel bars were used as longitudinal reinforcement in this investigation. The test results indicated that beams with vertical and inclined shear reinforcement within the shear span (B4) resisting the ultimate load of about 417.90kN. While beams with horizontal shear reinforcement (B3), shear reinforcement between two point loads (B7), and the beam without shear reinforcement (B8) resisting, 7..522, 762.18 and 7.25..kN respectively. All the beams failed in shear and the optimum position of stirrups is the shear span for high strength concrete deep beams and with combination of vertical and inclined stirrups. ‫ل‬ ‫الموقع‬ ‫و‬ ‫تأثيرالنوع‬ ‫القص‬ ‫مقاومة‬ ‫و‬ ‫سلوك‬ ‫على‬ ‫القص‬ ‫تسليح‬ ‫الخرسانية‬ ‫للعتبات‬ ‫العالية‬ ‫المقاومة‬ ‫ذات‬ ‫و‬ ‫العميقة‬ 5‫أ5م‬ ‫عزيز‬ ‫نى‬ ‫قره‬ ‫عمر‬ 5‫د‬ ‫عبدالخالق‬ ‫سنان‬ ‫د‬ ‫يا‬ ‫سين‬ ‫المدنية‬ ‫الهندسة‬ ‫قسم‬ / ‫الهندسة‬ ‫كلية‬ / ‫أربيل‬ / ‫الدين‬ ‫صالح‬ ‫جامعة‬ ‫الخالصة‬ ‫فحص‬ ‫و‬ ‫صب‬ ‫تم‬ ‫البحث‬ ‫هذا‬ ‫فى‬ 8 ‫بحدود‬ (‫العالية‬ ‫المقاومة‬ ‫ذات‬ ‫و‬ ‫عميقة‬ ‫خرسانية‬ ‫عتبات‬ 8. ‫لدراسة‬)‫باسكال‬ ‫ميكا‬ ‫المو‬ ‫و‬ ‫النوع‬ ‫القص‬ ‫لتسليح‬ ‫المثالي‬ ‫قع‬ , ‫تقريبا‬ ‫الطولى‬ ‫التسليح‬ ‫نسبة‬ ‫نفس‬ ‫لها‬ ‫العتبات‬ ‫جميع‬ " ‫كانت‬ ‫النسبة‬ ‫هذه‬ ‫و‬ 2,34 % ‫االنحناء‬ ‫فشل‬ ‫لتفادى‬ ‫ذلك‬ ‫و‬ " , ‫بحدود‬ ‫كانت‬ ‫للنماذج‬ ‫العمق‬ ‫الى‬ ‫القص‬ ‫فضاء‬ ‫نسبة‬ 55. ‫العتبة‬ ‫طول‬ , 5022 ,‫ملم‬ ‫عمق‬ 022 ‫عرض‬ ‫و‬ ‫ملم‬ 522 ‫ت‬ ‫من‬ ‫مواقع‬ ‫لثالثة‬ ‫النماذج‬ ‫فحص‬ ‫تم‬ 5‫ملم‬ ‫القص‬ ‫سليح‬ ‫على‬ ‫و‬ ‫العتبة‬ ‫وسط‬ ,‫القص‬ ‫(منطقة‬ ‫القص‬ ‫تسليح‬ ‫حديد‬ ‫بدون‬ ‫نموذج‬ ‫الى‬ ‫باالضافة‬)‫والمائل‬ ‫أالفقى‬ ‫و‬ ‫العمودى‬ (‫القص‬ ‫تسليح‬ ‫من‬ ‫انواع‬ ‫لثالثة‬ ‫و‬)‫العتبة‬ ‫طول‬. ‫العمودى‬ ‫القص‬ ‫تسليح‬ ‫حديد‬ ‫ذات‬ ‫نمذج‬ ‫بان‬ ‫النتائج‬ ‫أظهرت‬ (‫القص‬ ‫منطقة‬ ‫في‬ ‫المائل‬ ‫و‬ B4) ‫الحمل‬ ‫مقاومة‬ ‫لها‬ 05254 ‫كي‬ ‫نيوتن‬ ‫لو‬ (‫األفقي‬ ‫القص‬ ‫تسليح‬ ‫حديد‬ ‫ذات‬ ‫عتبات‬ ‫بينما‬ 5 B3 (‫التحميل‬ ‫نقطتي‬ ‫بين‬ ‫القص‬ ‫تسليح‬ ‫حديد‬ ‫و‬ 5) B7) ‫و‬ (‫القص‬ ‫تسليح‬ ‫حديد‬ ‫بدون‬ ‫نموذج‬ B8 5‫تحملت‬) 255.77 , 260.18 ‫و‬ 250.55 ‫افشل‬ ‫التوالى5نوع‬ ‫على‬ ‫نيوتن‬ ‫كيلو‬ 5‫القص‬ ‫فشل‬ ‫كانت‬ ‫النماذج‬ ‫لجميع‬ ‫من‬ ‫هي‬ ‫القص‬ ‫لحديد‬ ‫المثالي‬ ‫الموقع‬ ‫ل‬ ‫القص‬ ‫طقة‬ ‫المقاومة‬ ‫وذات‬ ‫عميقة‬ ‫خرسانية‬ ‫عتبات‬ 5‫العالية‬