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Punching shear resistance of slabs and column bases without shear reinforcement(KDS vs EC2)
KDS 24 14 21 콘크리트교 설계기준(한계상태설계법)
4.1.4.3 전단철근이 없는 슬래브 또는 기둥 기초판의 뚫림전단강도
식(4.1-46), 식(4.1-47)에서 다음 그림과 같이 괄호안의 100은 없어야 한다.
극한하중조합에서 콘크리트 재료계수 0.65이므로 (표 1.4-1 재료계수)
0.85*0.65 = 0.5525
극단상황하중조합에서 콘크리트 재료계수 1.0
0.85*1.0 = 0.85
EuroCode2
6.4.4 Punching shear resistance of slabs and column bases without shear reinforcement
Persistent & Transient Partial factor for concrete 1.5
1/γc = 1/1.5 = 0.667
0.18 * 100^(1/3) = 0.835
C_ʀd.c * 10^(1/3) = 0.18 / γc * 100^(1/3)
0.18/1.5 * 100^(1/3) = 0.557
Accidental Partial factor for concrete 1.2
1/1.2 = 0.833
1/1.2 = 0.833
0.18 * 100^(1/3) = 0.835
C_ʀd.c * 10^(1/3) = 0.18 / γc * 100^(1/3)
0.18/1.2 * 100^(1/3) = 0.696
KDS24 와 EC2의 뚫림전단 강도 비교
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