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3. Sơ đồ tính, chiều dài tính toán, và độ mảnh Giải pháp liên kết : (ở đầu cột và chân cột) được lựa chọn tuỳ theo mục đích và yêu cầu chịu lực : . Liên kết khớp (M=0) . Liên kết ngàm cứng (Góc xoay=0) . Liên kết ngàm trượt (khi xà ngang có độ cứng rất lớn) . Liên kết ngàm đàn hồi (Trung gian giữa khớp và ngàm); a) Sơ đồ tính Trục dọc của cột (trục tính toán) theo phương zz. Liên kết ở chân cột và đầu cột : Liên kết ở 2 đầu cột có thể khác nhau; Liên kết theo 2 trục xx và yy của tiết diện cột có thể khác nhau. x 1 1 z
CHƢƠNG 4: CỘT THÉP §4.1 KHÁI QUÁT CHUNG 1. Đặc điểm chung Đầu cột: để đỡ các kết cấu bên trên và phân phối tải trọng xuống thân cột. Chân cột: là bộ phận liên kết cột với móng và phân phối tải trọng từ cột thép xuống móng BTCT. Thân cột: là bộ phận chịu lực chính và truyền tải trọng từ trên xuống dưới. §4.1 KHÁI QUÁT CHUNG 2. Các loại cột - Theo sử dụng: cột nhà công nghiệp, cột nhà cao tầng, cột đỡ sàn, … - Theo cấu tạo: cột tiết diện đặc, cột tiết diện rỗng, cột tiết diện không đổi, cột có tiết diện thay đổi, cột bậc, … Gọi tên cột kết hợp cả 3 loại trên: cột đặc chịu nén đúng tâm của nhà công nghiệp. - Theo sơ đồ chịu lực: Cột nén đúng tâm (N 0, M = 0), Cột nén lệch tâm, cột nén uốn (N, M). a) b) c) d) e) y x y x y x y x y x §4.1 KHÁI QUÁT CHUNG 3. Sơ đồ tính, chiều dài tính toán, và độ mảnh Giải pháp liên kết : (ở đầu cột và chân cột) được lựa chọn tuỳ theo mục đích và yêu cầu chịu lực : . Liên kết khớp (M=0) . Liên kết ngàm cứng (Góc xoay=0) . Liên kết ngàm trượt (khi xà ngang có độ cứng rất lớn) . Liên kết ngàm đàn hồi (Trung gian giữa khớp và ngàm); a) Sơ đồ tính Trục dọc của cột (trục tính toán) theo phương z-z. Liên kết ở chân cột và đầu cột : - Liên kết ở 2 đầu cột có thể khác nhau; - Liên kết theo 2 trục x-x và y-y của tiết diện cột có thể khác nhau. y x 1-1 y x z §4.1 KHÁI QUÁT CHUNG 3. Sơ đồ tính, chiều dài tính toán, và độ mảnh a) Sơ đồ tính Liên kết ở chân cột: có thể là ngàm hoặc khớp; - Liên kết khớp: thường được sử dụng cho cột chịu nén đúng tâm; khi nền đất yếu. - Liên kết ngàm: được sử dụng để tăng độ cứng tổng thể của công trình, giảm chuyển vị ngang của cột. Liên kết ở đầu cột: có thể là liên kết khớp hoặc liên kết cứng. y x 1-1 Cột thép Dầm thép y x z Liên kết cứng b) Chân cột liên kết ngàm a) Chân cột liên kết khớp F F §4.1 KHÁI QUÁT CHUNG 3. Sơ đồ tính, chiều dài tính toán, và độ mảnh b) Chiều dài tính toán Chiều dài tính toán được sử dụng cho tính toán ổn định tổng thể của cột thép. l Khi cột có tiết diện không đổi : ll xx ll yy lx : là chiều dài tính toán của cột đối với trục x- x (khi tiết diện cot xoay quanh trục x-x); ly là chiều dài tính toán của cột đối với trục y-y (khi tiết diện cột xoay quanh trục y-y). l : là chiều dài hình học của cột (bằng nhau theo cả 2 phương); yx , y x 1-1 : là hệ số chiều dài tính toán cua cot, phụ thuộc vào sơ đồ liên kết ở 2 đầu cột và nội lực nén dọc trong cột. y x z §4.1 KHÁI QUÁT CHUNG 3. Sơ đồ tính, chiều dài tính toán, và độ mảnh c) Độ mảnh của cột Đối với trục x-x : AI l i l x x x x x / AI l i l y y y y y / Đối với trục y-y : Thông thường cột có x ≠ y. Khả năng chịu nén đúng tâm của cột được quyết định theo phương có độ mảnh lớn nhất : Điều kiện làm việc hợp lý của cột chịu nén đúng tâm : (cột làm việc đồng ổn định theo 2 phương) Điều kiện cột làm việc bình thường trong quá trình sử dụng (TTGH 2): l y x 1-1 yx max y x z );max( max yx §4.2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 1. Hình dạng tiết diện cột đặc: 2. Nguyên tắc tính toán cột đặc chịu nén đúng tâm a) Tính toán về bền (TTGH 1) b) Tính toán về ổn định tổng thể (TTGH 1) c) Tính toán về ổn định cục bộ : - Điều kiện ổn định cục bộ của bản bụng; - Điều kiện ổn định cục bộ của bản cánh; - Giải pháp sườn ngang, dọc cho bản bụng của cột. §4.2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 1. Hình dạng tiết diện cột: a) Tiết diện dạng chữ I và chữ H (tự đọc tài liệu) Ưu điểm: - Cấu tạo đơn giản, dễ chế tạo. Chỉ sử dụng 4 đường hàn đối với cột tổ hợp hàn. - Dễ liên kết với các dầm ở 2 phương. Sử dụng phổ biến nhất. Nhược điểm: - Có Ix >> Iy hay ix >> iy => Chỉ dùng thích hợp cho cột chịu nén đúng tâm có . - Có thể điều chỉnh các kích thước thiết diện h, bf, tf, tw để có hoặc có thể sử dụng tiết diện ghép từ các thép hình chữ I và C. yx yx §4.2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 1. Hình dạng tiết diện cột: b) Tiết diện dạng chữ thập (tự đọc tài liệu) Ưu điểm: - Tiết diện có ix = iy => sử dụng hợp lý khi cột chịu nén đúng tâm có lx = ly. - Có thể điều chỉnh tiết diện cột để ix = k iy => dễ đảm bảo điều kiện đồng ổn định theo 2 phương. - Chế tạo đơn giản: có 2 hay 4 đường hàn (hình a và b). Nhược điểm: - Liên kết phức tạp (chỉ gắn bụng với bụng). - Khi cần tiết diện có A lớn thì h/t và b/t lớn => điều kiện ổn định cục bộ kém. Sử dụng trường hợp c) thì liên kết phức tạp (thêm 16 đường hàn). Sử dụng cho cột chịu tải trọng lớn. [...]... 0.38h 0 .43 h 0.38h 0 .43 h iy= yb 0.20b 0 .44 b 0 .43 b 0.60b 0.24b 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.1 Chọn tiết diện cột d) Chọn kích thước của bản cánh, bản bụng theo u cầu cấu tạo : Các u cầu cấu tạo: hb h (1 1,15)b tf = 8 ÷ 40 mm tw = 6 ÷ 16 mm tf x tw 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.2 Kiểm tra tiết diện cột. .. các thanh thép hình (thường là thép góc L hoặc thép [ ) để liên kết các nhánh cột với nhau; gọi là cột rỗng thanh giằng Các thanh liên kết 2 nhánh cột gọi là thanh giằng (hoặc thanh nối, thanh bụng) Nhánh cột Thanh giằng 1 Cấu tạo thân cột rỗng : b) Giải pháp liên kết 2 nhánh cột rỗng: Sử dụng các bản thép để liên kết các nhánh cột với nhau; Nhánh cột gọi là cột rỗng bản giằng Các bản thép liên... mảnh giả thiết : 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.1 Chọn tiết diện cột a) Chọn hình dạng tiết diện cột: Đã biết: - Lực dọc N, - Vật liệu thép, - Sơ đồ liên kết ở 2 đầu cột, - Chiều dài tính tốn của cột lx và ly Chọn hình dạng tiết diện cột 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.1 Chọn tiết diện cột b) Xác định diện... thức 4. 8 đến 4. 11 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 2 Ngun tắc tính tốn cột đặc chịu nén đúng tâm Quan hệ giữa hệ số uốn dọc và độ mảnh của cột đối với thép mác CCT38: f = 2100 daN/cm2 ; E = 2 060 000 daN/cm2 1 1 0.8 0.8 f = 2100 daN/cm2 ; E = 2 060 000 daN/cm2 Giảm theo độ mảnh 0.6 0 .4 0.6 Chảy dẻo 0 .4 0.2 0 Đàn dẻo 0.2 0 0 40 80 120 160 Độ mảnh của cột 200 0 1 Đàn Elastic hồi buckling 2 3 4 5... tiết diện A Thép hộp x Thép đặc x y A1 = A2 y I1 >> I2 Diện tích tiết diện A của cả thép hộp và thép đặc là khơng đổi; Tuy nhiên, mơ men qn tính I của thép hộp lớn hơn nhiều lần thép đặc 1 Cấu tạo thân cột rỗng : a) Các hình dạng của tiết diện cột rỗng: Các giải pháp đưa vật liệu thép ra xa trục trung hồ, theo cả trục x-x và y-y: 1 Cấu tạo thân cột rỗng : b) Giải pháp liên kết 2 nhánh cột rỗng: Sử... và bản bụng của cột thép tổ hợp phải đảm bảo chịu lực cắt V Trong trường hợp cột chịu nén đúng tâm thì lực cắt V sinh ra do cột bị uốn dọc hay cột chịu các tác dụng ngẫu nhiên gây uốn Lực V khá nhỏ nên liên kết được lấy theo cấu tạo Với cột tổ hợp hàn thì lấy đường hàn chạy suốt chiều dài cột và hf = 6 ÷ 8 mm x 4. 3 CỘT RỖNG CHỊU NÉN ĐÚNG TÂM 1 Cấu tạo thân cột rỗng 2 Sự làm việc của cột rỗng 2 nhánh... f c N min A f c 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.1 Chọn so bo tiết diện cột đặc 3.2 Kiểm tra tiết diện cột đã chọn 3.3 Xác định tiết diện cột theo độ mảnh tới hạn 3.3 Liên kết bản cánh và bản bụng cột 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.1 Chọn tiết diện cột a) Chọn hình dạng tiết diện cột: b) Xác định diện tích tiết diện u cầu Ayc... 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột đặc chịu nén đúng tâm 3.2 Kiểm tra tiết diện cột đã chọn b) Kiểm tra về bền tf N f c An x tw c) Kiểm tra về ổn định tổng thể N min A f c d) Kiểm tra ổn định cục bộ của bản cánh và bản bụng đối với cột tổ hợp từ các bản thép: hw hw tw tw b0 b0 t f t f 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG TÂM 3 Các bƣớc thiết kế cột. .. độ mảnh lớn nhất của cột (vẫn chưa biết) N Xác định theo độ mảnh giả thiết min A f c Độ mảnh lớn nhất của cột được giả thiết dựa theo độ lớn của lực nén N: Từ gt khi N 1500 kN; gt = 70 100 khi N = 1500 3000 kN; gt = 50 70 khi N = 3000 40 00 kN; gt = 40 50 max gt gt = 100 120 khi N 40 00 kN và vật liệu thép (f, E) => Xác định gt => Xác định Ayc 4. 2 CỘT ĐẶC CHỊU NÉN ĐÚNG... trục thực y-y: 2.2 Đối với trục ảo x-x: 2.3 Xác định độ mảnh tương đương của cột rỗng a) Cột rỗng thanh giằng: b) Cột rỗng bản giằng : 4. 2 CỘT RỖNG CHỊU NÉN ĐÚNG TÂM 1 Cấu tạo thân cột rỗng : Cấu kiện cột chịu nén đúng tâm thường mất khả năng chịu lực do mất ổn định tổng thể; Để tăng khả năng chịu lực về ổn định tổng thể của cột, cần phải tìm cách đưa vật liệu càng ra xa trục trung hồ càng tốt, theo . 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