เกือบ 60 ปี ที่รอคอย! สมการใหม่ของ ACI318 สำหรับกำลังต้านการเฉือนขององค์อาคารคอนกรีตเสริมเหล็กชะลูด
คำสำคัญ:
การเฉือน, คอนกรีตเสริมเหล็ก, เหล็กเสริมตามขวาง, วสท., ACIบทคัดย่อ
การคำนวณออกแบบองค์อาคารคอนกรีตเสริมเหล็กเพื่อต้านการเฉือนถือเป็นภาระที่สำคัญของวิศวกรโครงสร้าง เนื่องจากการวิบัติโดยการเฉือนเป็นการวิบัติแบบเปราะ ซึ่งหากอ้างอิงตามแนวทางการคำนวณออกแบบโครงสร้างคอนกรีตของ ACI318 จะกำหนดให้กำลังเฉือนระบุ (Vn) เป็นผลรวมของ (ก) ส่วนที่มาจากคอนกรีตเสริมเหล็กที่ไม่เสริมตามขวาง (Vc) และ (ข) ส่วนที่มาจากเหล็กเสริมตามขวางซึ่งสร้างพฤติกรรมร่วมกับคอนกรีตในรูปโครงข้อหมุน (Vs) ทั้งนี้ ACI318 ได้กำหนดแนวทางดังกล่าวอย่างชัดเจนตั้งแต่ ค.ศ. 1963 เป็นต้นมา อย่างไรก็ตาม ข้อกำหนดเกี่ยวกับกำลังต้านแรงเฉือน โดยเฉพาะ Vc นั้น มีหลายจุดที่ให้ค่าไม่อยู่ในเชิงอนุรักษ์ โดยเฉพาะอย่างยิ่งในกรณีที่ (1) องค์อาคารมีขนาดใหญ่และไม่เสริมเหล็กตามขวาง และ (2) องค์อาคารที่เสริมเหล็กรับแรงดึงเนื่องจากการดัดในปริมาณต่ำ เป็นต้น ด้วยเหตุผลดังกล่าวข้างต้น บทความนี้จึงนำเสนอพัฒนาการที่เกี่ยวข้องกับการคำนวณออกแบบแรงเฉือนในองค์อาคารคอนกรีตเสริมเหล็ก โดยเฉพาะอย่างยิ่งกับคานที่ไม่เสริมเหล็กตามขวาง ซึ่งพบบ่อยในกรณีของคานขนาดใหญ่ แผ่นพื้นหรือฐาน นอกจากนี้ บทความยังนำเสนอข้อจำกัดของมาตรฐานที่มีอยู่เดิม และการเปลี่ยนแปลงที่เกิดขึ้นกับมาตรฐานฉบับปัจจุบัน นั่นคือ ACI318-19 ซึ่งล้วนส่งผลกระทบกับแนวทางการคำนวณออกแบบของประเทศไทยในปัจจุบัน
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