Bảng Tính Toán Thép Sàn File Excel - 123doc

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BẢNG TÍNH CỐT THÉP SÀN LOẠI BẢN KÊ 4 CẠNH Cấp bền BT : 4 Rb = 14.5 Cốt thép Ø ≤ 8 1 Rs=Rsc= 225 ξR= 0.618 αR= 0.427 mmin = 0.10% Cốt thép Ø > 8 3 Rs=Rsc= 365 ξR= 0.563 αR= 0.405 STT Sơ đồ sàn Kích thước Tải trọng Chiều dày Tỷ số l2l1 Hệ số moment Moment Tính thép Chọn thép l1 l2 g p h a h0 αm ζ AsTT H.lượng Ø aTT aBT AsCH H.lượng (m) (m) (Nm2) (Nm2) (mm) (mm) (mm) (N.mm) (cm2m) mTT (%) (mm) (mm) (mm) (cm2m) mBT (%) 1 9 4.00 4.25 6300 0 100 20.0 80.0 1.06 α1 = 0.0189 M1 = 2,022 0.024 0.988 1.14 0.14% 8 442 200 2.51 0.31% 20.0 80.0 α2 = 0.0169 M2 = 1,805 0.022 0.989 1.01 0.13% 8 496 200 2.51 0.31% 20.0 80.0 β1 = 0.0440 MI = 4,715 0.056 0.971 1.66 0.21% 10 472 200 3.93 0.49% 20.0 80.0 β2 = 0.0389 MII = 4,161 0.050 0.974 1.46 0.18% 10 537 200 3.93 0.49% 2 9 4.00 4.00 6300 0 100 20.0 80.0 1.00 α1 = 0.0179 M1 = 1,804 0.022 0.989 1.01 0.13% 8 496 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 1,804 0.022 0.989 1.01 0.13% 8 496 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = 4,203 0.050 0.974 1.48 0.18% 10 532 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = 4,203 0.050 0.974 1.48 0.18% 10 532 200 3.93 0.49% 3 9 4.00 4.00 9730 0 100 20.0 80.0 1.00 α1 = 0.0179 M1 = 2,787 0.033 0.983 1.57 0.20% 8 319 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 2,787 0.033 0.983 1.57 0.20% 8 319 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = 6,492 0.078 0.959 2.32 0.29% 10 339 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = 6,492 0.078 0.959 2.32 0.29% 10 339 200 3.93 0.49% 4 9 4.00 4.25 9550 0 100 20.0 80.0 1.06 α1 = 0.0189 M1 = 3,064 0.037 0.981 1.73 0.22% 8 290 200 2.51 0.31% 20.0 80.0 α2 = 0.0169 M2 = 2,736 0.033 0.983 1.55 0.19% 8 325 200 2.51 0.31% 20.0 80.0 β1 = 0.0440 MI = 7,147 0.086 0.955 2.56 0.32% 10 306 200 3.93 0.49% 20.0 80.0 β2 = 0.0389 MII = 6,307 0.076 0.961 2.25 0.28% 10 349 200 3.93 0.49% 5 9 4.25 4.25 9760 0 100 20.0 80.0 1.00 α1 = 0.0179 M1 = 3,156 0.038 0.981 1.79 0.22% 8 281 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 3,156 0.038 0.981 1.79 0.22% 8 281 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = 7,351 0.088 0.954 2.64 0.33% 10 298 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = 7,351 0.088 0.954 2.64 0.33% 10 298 200 3.93 0.49% 6 9 4.25 4.25 6300 0 100 20.0 80.0 1.00 α1 = 0.0179 M1 = 2,037 0.024 0.988 1.15 0.14% 8 439 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 2,037 0.024 0.988 1.15 0.14% 8 439 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = 4,745 0.057 0.971 1.67 0.21% 10 469 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = 4,745 0.057 0.971 1.67 0.21% 10 469 200 3.93 0.49% 10 9 2.85 3.58 7950 0 100 20.0 80.0 1.25 α1 = 0.0207 M1 = 1,677 0.020 0.990 0.94 0.12% 8 534 200 2.51 0.31% 20.0 80.0 α2 = 0.0132 M2 = 1,070 0.013 0.994 0.80 0.10% 8 628 200 2.51 0.31% 20.0 80.0 β1 = 0.0473 MI = 3,833 0.046 0.977 1.34 0.17% 10 584 200 3.93 0.49% 20.0 80.0 β2 = 0.0301 MII = 2,439 0.029 0.985 0.85 0.11% 10 926 200 3.93 0.49% 11 9 4.00 4.00 9080 0 100 20.0 80.0 1.00 α1 = 0.0179 M1 = 2,601 0.031 0.984 1.47 0.18% 8 342 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 2,601 0.031 0.984 1.47 0.18% 8 342 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = 6,058 0.073 0.962 2.16 0.27% 10 364 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = 6,058 0.073 0.962 2.16 0.27% 10 364 200 3.93 0.49% 12 9 4.25 4.25 11390 0 100 20.0 80.0 1.00 α1 = 0.0179 M1 = 3,683 0.044 0.977 2.09 0.26% 8 240 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 3,683 0.044 0.977 2.09 0.26% 8 240 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = 8,579 0.103 0.946 3.11 0.39% 10 253 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = 8,579 0.103 0.946 3.11 0.39% 10 253 200 3.93 0.49%

BẢNG TÍNH CỐT THÉP SÀN LOẠI BẢN KÊ CẠNH Cấp bền BT : Rb = 14.5 Kích thước STT Sơ đồ sàn 9 9 Cốt thép Ø ≤ Rs=Rsc= 225 ξR= 0.618 αR= 0.427 Cốt thép Ø > Rs=Rsc= 365 ξR= 0.563 αR= 0.405 Tải trọng Chiều dày l1 l2 g p h a h0 (m) (m) (N/m ) (N/m ) (mm) (mm) (mm) 20.0 80.0 20.0 80.0 20.0 80.0 20.0 4.00 4.25 4.00 4.00 4.00 4.00 4.00 4.25 4.25 4.25 6300 6300 9730 9550 9760 0 0 100 100 100 100 100 Tỷ số l2/l1 Hệ số moment Tính thép Moment (N.m/m) mmin = 0.10% TT αm ζ Chọn thép CH H.lượng Ø aTT aBT (cm /m) mTT (%) (mm) (mm) (mm) (cm /m) mBT (%) As As H.lượng α1 = 0.0189 M1 = 2,022 0.024 0.988 1.14 0.14% 442 200 2.51 0.31% α2 = 0.0169 M2 = 1,805 0.022 0.989 1.01 0.13% 496 200 2.51 0.31% β1 = 0.0440 MI = -4,715 0.056 0.971 1.66 0.21% 10 472 200 3.93 0.49% 80.0 β2 = 0.0389 MII = -4,161 0.050 0.974 1.46 0.18% 10 537 200 3.93 0.49% 20.0 80.0 α1 = 0.0179 M1 = 1,804 0.022 0.989 1.01 0.13% 496 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 1,804 0.022 0.989 1.01 0.13% 496 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = -4,203 0.050 0.974 1.48 0.18% 10 532 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = -4,203 0.050 0.974 1.48 0.18% 10 532 200 3.93 0.49% 20.0 80.0 α1 = 0.0179 M1 = 2,787 0.033 0.983 1.57 0.20% 319 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 2,787 0.033 0.983 1.57 0.20% 319 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = -6,492 0.078 0.959 2.32 0.29% 10 339 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = -6,492 0.078 0.959 2.32 0.29% 10 339 200 3.93 0.49% 20.0 80.0 α1 = 0.0189 M1 = 3,064 0.037 0.981 1.73 0.22% 290 200 2.51 0.31% 20.0 80.0 α2 = 0.0169 M2 = 2,736 0.033 0.983 1.55 0.19% 325 200 2.51 0.31% 20.0 80.0 β1 = 0.0440 MI = -7,147 0.086 0.955 2.56 0.32% 10 306 200 3.93 0.49% 20.0 80.0 β2 = 0.0389 MII = -6,307 0.076 0.961 2.25 0.28% 10 349 200 3.93 0.49% 20.0 80.0 α1 = 0.0179 M1 = 3,156 0.038 0.981 1.79 0.22% 281 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 3,156 0.038 0.981 1.79 0.22% 281 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = -7,351 0.088 0.954 2.64 0.33% 10 298 200 3.93 0.49% 1.06 1.00 1.00 1.06 1.00 Kích thước l2 STT Sơ đồ sàn l1 4.25 4.25 10 11 12 11 9 9 9 (m) (m) 4.00 4.25 4.25 4.25 2.85 3.58 4.00 4.00 4.25 4.25 6.00 8.50 Tải trọng g 9760 (N/m ) 6300 6300 7950 9080 11390 11454 p (N/m ) 0 0 0 Chiều dày h 100 (mm) 100 100 100 100 100 150 a h0 (mm) (mm) 20.0 80.0 20.0 80.0 20.0 80.0 20.0 80.0 20.0 Tỷ số l2/l1 1.00 Hệ số moment Tính thép Moment (N.m/m) TT αm ζ Chọn thép TT BT CH H.lượng Ø (cm /m) mTT (%) (mm) (mm) (mm) (cm /m) mBT (%) As a a As H.lượng β2 = 0.0417 MII = -7,351 0.088 0.954 2.64 0.33% 10 298 200 3.93 0.49% α1 = 0.0179 α2 = 0.0179 M1 = 2,037 0.024 0.988 1.15 0.14% 439 200 2.51 0.31% M2 = 2,037 0.024 0.988 1.15 0.14% 439 200 2.51 0.31% MI = -4,745 0.057 0.971 1.67 0.21% 10 469 200 3.93 0.49% 80.0 β1 = 0.0417 β2 = 0.0417 MII = -4,745 0.057 0.971 1.67 0.21% 10 469 200 3.93 0.49% 20.0 80.0 α1 = 0.0207 M1 = 1,677 0.020 0.990 0.94 0.12% 534 200 2.51 0.31% 20.0 80.0 α2 = 0.0132 M2 = 1,070 0.013 0.994 0.80 0.10% 628 200 2.51 0.31% 20.0 80.0 β1 = 0.0473 MI = -3,833 0.046 0.977 1.34 0.17% 10 584 200 3.93 0.49% 20.0 80.0 β2 = 0.0301 MII = -2,439 0.029 0.985 0.85 0.11% 10 926 200 3.93 0.49% 20.0 80.0 α1 = 0.0179 M1 = 2,601 0.031 0.984 1.47 0.18% 342 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 2,601 0.031 0.984 1.47 0.18% 342 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = -6,058 0.073 0.962 2.16 0.27% 10 364 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = -6,058 0.073 0.962 2.16 0.27% 10 364 200 3.93 0.49% 20.0 80.0 α1 = 0.0179 M1 = 3,683 0.044 0.977 2.09 0.26% 240 200 2.51 0.31% 20.0 80.0 α2 = 0.0179 M2 = 3,683 0.044 0.977 2.09 0.26% 240 200 2.51 0.31% 20.0 80.0 β1 = 0.0417 MI = -8,579 0.103 0.946 3.11 0.39% 10 253 200 3.93 0.49% 20.0 80.0 β2 = 0.0417 MII = -8,579 0.103 0.946 3.11 0.39% 10 253 200 3.93 0.49% 20.0 130.0 α1 = 0.0210 M1 = 12,248 0.056 0.971 5.98 0.46% 10 131 120 6.54 0.50% 28.0 122.0 α2 = 0.0105 M2 = 6,114 0.031 0.984 2.26 0.19% 125 120 2.36 0.19% 20.0 130.0 β1 = 0.0472 MI = -27,553 0.125 0.933 2.00 0.15% 10 393 200 3.93 0.30% 1.06 1.00 1.25 1.00 1.00 1.42 Kích thước l2 STT Sơ đồ sàn l1 11 6.00 8.50 9 (m) (m) 4.00 4.25 Tải trọng g 11454 (N/m ) 6300 p 02 (N/m ) Chiều dày h 150 (mm) 100 a h0 (mm) (mm) 20.0 130.0 Tỷ số l2/l1 1.42 Hệ số moment (N.m/m) β2 = 0.0234 1.06 Tính thép Moment MII = -13,689 TT αm ζ 0.062 0.968 Chọn thép TT BT CH H.lượng Ø (cm /m) mTT (%) (mm) (mm) (mm) (cm /m) mBT (%) 4.83 0.37% 104 100 5.03 0.39% As a a As H.lượng ... (mm) 20.0 80.0 20.0 80.0 20.0 80.0 20.0 80.0 20.0 Tỷ số l2/l1 1.00 Hệ số moment Tính thép Moment (N.m/m) TT αm ζ Chọn thép TT BT CH H.lượng Ø (cm /m) mTT (%) (mm) (mm) (mm) (cm /m) mBT (%) As a a... đồ sàn l1 11 6.00 8.50 9 (m) (m) 4.00 4.25 Tải trọng g 11454 (N/m ) 6300 p 02 (N/m ) Chiều dày h 150 (mm) 100 a h0 (mm) (mm) 20.0 130.0 Tỷ số l2/l1 1.42 Hệ số moment (N.m/m) β2 = 0.0234 1.06 Tính. .. 20.0 130.0 Tỷ số l2/l1 1.42 Hệ số moment (N.m/m) β2 = 0.0234 1.06 Tính thép Moment MII = -13,689 TT αm ζ 0.062 0.968 Chọn thép TT BT CH H.lượng Ø (cm /m) mTT (%) (mm) (mm) (mm) (cm /m) mBT (%)

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