THUYẾT MINH THIẾT KẾ KẾT CẤU NHÀ KHO HÀ NAM II. XÁC ĐỊNH TẢI TRỌNG Loại Tải Trọng Tải trọng tiêu chuẩn Kho rộng nhịp (B) DL Roof Kgm2 (m) Lớp đất trồng cỏ 20 18 Sàn bê tông dày 15cm 375 18 Vữa trát 60 18 ME 10 18 Trần thạch cao 6 18 Total 471 LL Live Load 600 18 III. Tải trọng gió. Địa điểm xây dựng công trình: Tỉnh Hà Nam Vùng gió : IIIB, Có gái trị W0 = 125 Kgm2
THUYẾT MINH THIẾT KẾ KẾT CẤU NHÀ KHO HÀ NAM 2019 I DỮ LIỆU BẢN VẼ ĐẦU VÀO Mặt khung Sơ đồ khung II DL LL XÁC ĐỊNH TẢI TRỌNG Loại Tải Trọng Tải trọng tiêu chuẩn Kho rộng nhịp (B) Roof Kg/m2 (m) 20 375 60 10 471 18 18 18 18 18 600 18 Lớp đất trồng cỏ Sàn bê tông dày 15cm Vữa trát M&E Trần thạch cao Total Live Load III Tải trọng gió Địa điểm xây dựng cơng trình: Tỉnh Hà Nam Vùng gió : III-B, Có gái trị W = 125 Kg/m2 III Wind load (Tải gió) (WX+, WX-,WY+, WY-) Refer to ASCE 7-10 , chapter 26- general requirement of wind load: 45.2 m/s Basic Wind Speed ( second gust wind speed at 10m high) , V = Important Factor , I = C Exposure Category：Exposure 1.0 Topographic Factor , Kzt = 0.85 For building, structures Wind directionality Factor Kd = 0.95 For chimneys, tank and vertical vessels in round shape and similar structure Velocity pressure exposure coefficient Kz may be determined from the following formula ： For m ≦ Z ≦ Zg z α Zg = 274.3 m K Z = 2.01( ) zg 9.5 α= Wind velocity pressure , q z q z = 0.613 x Kz x Kzt x Kd x V2 x I (N/m2) 1062.17 x Kz = (N/m2) 1.06 x Kz = (kN/m2) 0.85 for structure fundamental frequency n >1 Hz Gust effect factor G = For structure fundamental frequency n 1< 1Hz , structure have height to minimum width greater than 4, structure is a flexible structure and the Gust effect is calculated as follows: (eq 26.9-10) where z =0.6 h or not less than z = 2.13 for Exposure Category D- Table 26.9-1 5.4 z- = 0.15 c= Table 26.9-1 Iz- = 0.17 gQ= gv = 3.4 n1 = 100/H (ft) = 0.32 0.32 Choice 0.5 From Sap 2000 ==> n1= gR = 3.91 Here: l= Ɛ = Lz- = Qx = Qy = 198.12 0.125 183.43 0.92 0.91 Table 26.9-1 ,Exposure D Table 26.9-1 ,Exposure D b- = α- = Vz- = N1 = Rn = 0.80 0.11 33.75 1.73 0.10 Table 26.9-1 ,Exposure D Table 26.9-1 ,Exposure D n(h) = 4.6n1h/Vz = n(b)= 4.6n1B/Vz = n(l) = 15.4n1L/Vz = R h= RB = RL = β= R= 0.39 0.78 2.90 0.78 0.63 0.29 0.02 1.27 - For wind in X axis for wind in X axis for wind in Y axis For wind in Y axis n(h) = 4.6n1h/Vz = n(b)= 4.6n1B/Vz = n(l) = 15.4n1L/Vz = R h= RB = RL = β= R= Gust effect factor Gf for flexible structure : Gf = Wind in X axis Gf = Wind in Y axis 0.39 0.87 2.61 0.78 0.61 0.31 0.02 1.25 1.25 1.24 Design wind pressures for rigid buildings of all heights p = q G Cp - qi (G Cpi) (N/m2) where: (B.6.5-15) q = qz for windward wall at height z above the ground q = qh for leeward walls, side walls, and roofs, evaluated at height h qi = qh for windward walls, side walls, leeward walls, and roofs of enclosed buildings and for negative internal pressure evaluation in partially enclosed buildings qi = qz for positive internal pressure evaluation in partially enclosed buildings where height z is defined as the level of the highest opening in the building that could affect the For positive internal pressure evaluation, qi may conservatively be evaluated at height h (qi = qh) Cp = external pressure coefficient, see below GCp i = internal pressure coefficient see below Wind loads in X direction L = B = h = θ= 20 18 m m m (Degrees) Windward walls Side walls Leaward walls Windward roof Leaward roof 0.8 -0.7 -0.3 -1.3 -0.7 L/B = 1.11 h/L = (GC pi )= (GC pi )= (GC pi )= (GC pi )= (GC pi )= 0.45 +-0.180 +-0.180 +-0.180 +-0.180 +-0.180 Design wind pressure on wall in X-Dir h/B = 0.50 q=q(z) , qi=q(h) q=q(h) , qi=q(h) q=q(h) , qi=q(h) q=q(h) , qi=q(h) q=q(h) , qi=q(h) (GCpi) = +0.18 Height (m) K(z) q(z) [KN/m2] Winward Side wall (GCpi) = -0.18 Leeward Design wind pressure[KN/m2] 1.07 1.06 1.04 0.98 0.85 14.00 M 13.00 M 12.00 M 9.00 M 4.50 M 1.14 1.12 1.10 1.04 0.90 0.57 0.56 0.55 0.52 0.45 -0.50 -0.49 -0.49 -0.48 -0.45 -0.88 -0.88 -0.88 -0.87 -0.84 Design wind pressure on roof [KN/m2] (GCpi) = 0.18 Winward Side wall Leeward Design wind pressure[KN/m2] 0.98 0.97 0.96 0.91 0.82 -0.47 -0.47 -0.47 -0.47 -0.47 -0.09 -0.09 -0.09 -0.09 -0.09 (GCpi) = -0.18 Winward Leeward Winward Leeward -2.00 -1.17 -1.60 -0.77 Wind loads in Y direction L = B = h = 18 m 20 m 9m Windward walls Side walls Leaward walls Roof L/B 0.8 -0.7 -0.4 -0.9 = 0.90 (0 to h/2) h/L = 0.50 h/B (GC pi )= (GC pi )= (GC pi )= (GC pi )= (GC pi )= -0.9 (>h/2) = 0.45 +-0.180 +-0.180 +-0.180 +-0.180 +-0.180 Design wind pressure on wall in Y-Dir (GCpi) = +0.18 Height (m) K(z) q(z) [KN/m2] Winward Side wall (GCpi) = -0.18 Leeward Design wind pressure[KN/m2] 14.00 M 13.00 M 12.00 M 9.00 M 4.50 M 1.07 1.06 1.04 0.98 0.85 1.14 1.12 1.10 1.04 0.90 0.57 0.56 0.55 0.52 0.45 -0.88 -0.88 -0.88 -0.87 -0.84 -0.59 -0.59 -0.59 -0.58 -0.55 Design wind pressure on roof [KN/m2] (GCpi) = -0.18 (GCpi) = 0.18 to h/2 >h/2 to h/2 >h/2 -1.35 -1.35 -0.98 -0.98 Winward Side wall Leeward Design wind pressure[KN/m2] 0.98 0.97 0.96 0.91 0.82 -0.47 -0.47 -0.47 -0.47 -0.47 -0.18 -0.18 -0.18 -0.18 -0.18 q=q(z) , qi=q(h) q=q(h) , qi=q(h) q=q(h) , qi=q(h) q=q(h) , qi=q(h) q=q(h) , qi=q(h) IV TỔ HỢP TẢI TRỌNG: 1.1 CÁC TRƯỜNG HỢP TẢI TRỌNG: Tất tải trọng kết cấu thép liệt kê Bảng sau: Load No Load case Abb BL Tải trọng thân DL Tĩnh tải LR Hoạt tải mái WX+ Gió thổi theo phương X+ WX- Gió thổi theo phương X- WY+ Gió thổi theo phương Y+ WY- Gió thổi theo phương Y- ULS Tổ hợp tải trọng thiết kế SLS Tổ hợp tải trọng để kiểm tra độ võng; áp lực đất 1.2 TỔ HỢP TẢI TRỌNG TÍNH TỐN THEO TCVN 2737-1995 Tất trường hợp tổ hợp tải trọng có bảng sau: COMBO BL DL LR LL ULS1 1.4 1.4 ULS2 1.2 ULS3 1.2 1.2 0.5 1.6 1.2 1.6 ULS4 1.2 1.2 1.6 ULS5 1.2 1.2 1.6 ULS6 1.2 1.2 1.6 ULS7 1.2 1.2 1.6 ULS8 1.2 1.2 1.6 ULS9 1.2 1.2 1.6 ULS10 1.2 1.2 1.6 ULS11 1.2 1.2 1.6 ULS12 1.2 1.2 0.5 ULS13 1.2 1.2 0.5 ULS14 1.2 1.2 0.5 ULS15 1.2 1.2 0.5 ULS16 1.2 1.2 0.5 ULS17 1.2 1.2 0.5 ULS18 1.2 1.2 0.5 ULS19 1.2 1.2 0.5 ULS20 0.9 0.9 ULS21 0.9 0.9 ULS22 0.9 0.9 ULS23 0.9 0.9 ULS24 0.9 0.9 WX1+ WX1 - WX2 + WX 2- WY1 + WY 1- WY2 + WY 2- 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 TẢI TRỌNG TĨNH TẢI HOẠT TẢI MÁI TẢI TRỌNG GIÓ WX+ TẢI TRỌNG GIÓ WX- TẢI TRỌNG GIÓ WY+ TÁI TRỌNG GIĨ WY- VI NỘI LỰC XUẤT RA TÍNH TỐN 6.1.LỰC DỌC THANH 6.2 LỰC CẮT THANH 6.3 MƠ MEN TRONG THANH 6.4 CHUYỆN VỊ THANH VII KẾT Q QUẢ PHÂN TÍCH MƠ HÌNH H TRÊN N SAP 2000 THEO TIÊ ÊU CHUẨN MỸ Kết cấu thé ép thiiết kế ch hương trình h SAP2000 Kết thiết kế đư ược tóm tắtt sau: Điều kiện đảm bảo th hiết kế: - ng khoảng từ t 0,7 đến 0,9 thuộc m màu vàng cấ ấu kiện Và Cácc hệ hố ratiio nhỏ 1, nằm tron đảm m bảo chuyyển vị theo phương p đứn ng phươ ơng ngang Toà àn mơ hình h 3D Khung ng Khun Bảng 1: Thiết kế, tóm tắt liệu TABLE: Steel Design - Summary Data - AISC 360-10 Frame DesignSect DesignType Ratio RatioType Text Text Text Unitless Text H400x250x8x10 Column 0.642377 PMM H400x250x8x10 Column 0.642377 PMM H400x250x8x10 Column 0.642377 PMM H400x250x8x10 Column 0.642377 PMM H350x250x6x10 Column 0.710409 PMM H350x250x6x10 Column 0.710409 PMM C-1 Column 0.862009 PMM C-1 Column 0.850933 PMM C-1 Column 0.862009 PMM 10 C-1 Column 0.862009 PMM 11 C-1 Column 0.850933 PMM 12 C-1 Column 0.862009 PMM 13 H650x400x16x24 Beam 0.878993 14 H650x400x16x24 Beam 0.878996 15 H650x400x16x24 Beam 0.878993 16 H400x250x8x10 Beam 0.84795 PMM 17 H400x250x8x10 Beam 0.84795 PMM 18 H400x250x8x10 Beam 0.84795 PMM 19 H400x250x8x10 Beam 0.84795 PMM 20 H300x250x8x12 Beam 0.15402 PMM 21 H300x250x8x12 Beam 0.152126 PMM 22 H300x250x8x12 Beam 0.152126 PMM 23 H300x250x8x12 Beam 0.15402 PMM 24 H300x250x8x12 Beam 0.15402 PMM 25 H300x250x8x12 Beam 0.152126 PMM 26 H300x250x8x12 Beam 0.152126 PMM 27 H300x250x8x12 Beam 0.15402 PMM 28 H250x200x6x8 Beam 0.661327 PMM 29 H250x200x6x8 Beam 0.661392 PMM 30 H250x200x6x8 Beam 0.661392 PMM 31 H250x200x6x8 Beam 0.661327 PMM 32 H250x200x6x8 Beam 0.745702 PMM 33 H250x200x6x8 Beam 0.661251 PMM 34 H250x200x6x8 Beam 0.661251 PMM 35 H250x200x6x8 Beam 0.745702 PMM 36 H250x200x6x8 Beam 0.661249 PMM 37 H250x200x6x8 Beam 0.745702 PMM 38 H250x200x6x8 Beam 0.745702 PMM 39 H250x200x6x8 Beam 0.661249 PMM 40 H250x200x6x8 Beam 0.745703 PMM 41 H250x200x6x8 Beam 0.745703 PMM Combo Text ULS_102 ULS_102 ULS_102 ULS_102 ULS_108 ULS_109 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 SLS_102 SLS_102 SLS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_109 ULS_108 ULS_109 ULS_108 ULS_109 ULS_108 ULS_109 ULS_108 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 H250x150x6x6 H250x150x6x6 Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Beam Beam 0.745703 0.745703 0.661249 0.661249 0.661249 0.661249 0.745703 0.745703 0.745703 0.745703 0.661249 0.745702 0.745702 0.661249 0.745702 0.661251 0.661251 0.745702 0.661327 0.661392 0.661392 0.661327 0.046737 0.032946 0.032946 0.046737 0.046737 0.032867 0.032867 0.046737 13.217284 7.077353 11.345108 12.272644 13.217284 7.077353 11.345108 12.272644 13.217284 7.077353 11.345108 12.272644 13.217284 7.077353 11.345108 12.272644 0.17252 0.17252 PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM PMM ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_112 ULS_110 ULS_110 ULS_113 ULS_113 ULS_110 ULS_110 ULS_112 ULS_108 ULS_109 ULS_108 ULS_109 ULS_109 ULS_108 ULS_109 ULS_108 ULS_108 ULS_109 ULS_108 ULS_109 ULS_109 ULS_108 ULS_109 ULS_108 ULS_101 ULS_101 90 91 H250x150x6x6 H250x150x6x6 Beam Beam 0.17252 PMM 0.17252 PMM ULS_101 ULS_101 Bảng 2: Thiết kế chi tiết TABLE: Steel Design - PMM Details - AISC 360-10 Frame DesignSect DesignType Combo Location Pr MrMajor VrMajor Text Text Text Text m Tonf Tonf-m Tonf H400x250x8x10 Column ULS_102 16.26 18.74 -9.28 H400x250x8x10 Column ULS_102 16.26 -18.74 9.28 H400x250x8x10 Column ULS_102 16.26 18.74 -9.28 H400x250x8x10 Column ULS_102 16.26 -18.74 9.28 H350x250x6x10 Column ULS_108 31.98 10.64 4.94 H350x250x6x10 Column ULS_109 31.98 -10.64 -4.94 C-1 Column ULS_102 72.89 160.70 -23.60 C-1 Column ULS_102 72.36 160.71 -23.60 C-1 Column ULS_102 72.89 160.70 -23.60 10 C-1 Column ULS_102 72.89 -160.70 23.60 11 C-1 Column ULS_102 72.36 -160.71 23.60 12 C-1 Column ULS_102 72.89 -160.70 23.60 13 H650x400x16x24 Beam ULS_102 23.61 187.09 -7.11 14 H650x400x16x24 Beam ULS_102 23.60 187.09 -7.11 15 H650x400x16x24 Beam ULS_102 23.61 187.09 -7.11 16 H400x250x8x10 Beam ULS_102 -9.28 -29.45 15.75 17 H400x250x8x10 Beam ULS_102 -9.28 -29.45 -15.75 18 H400x250x8x10 Beam ULS_102 -9.28 -29.45 15.75 19 H400x250x8x10 Beam ULS_102 -9.28 -29.45 -15.75 20 H300x250x8x12 Beam ULS_109 0.00 -3.28 3.50 21 H300x250x8x12 Beam ULS_108 -0.65 -2.99 -3.09 22 H300x250x8x12 Beam ULS_109 -0.65 -2.99 3.09 23 H300x250x8x12 Beam ULS_108 0.00 -3.28 -3.50 24 H300x250x8x12 Beam ULS_109 0.00 -3.28 3.50 25 H300x250x8x12 Beam ULS_108 -0.65 -2.99 -3.09 26 H300x250x8x12 Beam ULS_109 -0.65 -2.99 3.09 27 H300x250x8x12 Beam ULS_108 0.00 -3.28 -3.50 28 H250x200x6x8 Beam ULS_102 2.5 -0.01 8.88 0.00 29 H250x200x6x8 Beam ULS_102 2.5 -0.02 8.88 0.00 30 31 32 33 34 35 36 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 Beam Beam Beam Beam Beam Beam Beam ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 2.5 2.5 2.5 2.5 2.5 2.5 2.5 -0.02 -0.01 0.00 0.00 0.00 0.00 0.00 8.88 8.88 8.88 8.88 8.88 8.88 8.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x200x6x8 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 D30 D30 D30 D30 D30 Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Brace Brace Brace Brace Brace ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_102 ULS_112 ULS_110 ULS_110 ULS_113 ULS_113 ULS_110 ULS_110 ULS_112 ULS_108 ULS_109 ULS_108 ULS_109 ULS_109 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 3.36341 3.36341 3.36341 3.36341 3.36341 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 -0.02 -0.02 -0.01 -1.33 2.61 2.61 -1.33 -1.33 2.59 2.59 -1.33 -1.90 -1.00 -1.63 -1.76 -1.90 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 8.88 0.07 0.10 0.10 0.07 0.07 0.10 0.10 0.07 0.03 0.03 0.03 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 D30 H250x150x6x6 H250x150x6x6 H250x150x6x6 H250x150x6x6 Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Brace Beam Beam Beam Beam ULS_108 ULS_109 ULS_108 ULS_108 ULS_109 ULS_108 ULS_109 ULS_109 ULS_108 ULS_109 ULS_108 ULS_101 ULS_101 ULS_101 ULS_101 3.36341 3.36341 3.36341 3.36341 3.36341 3.36341 3.36341 3.36341 3.36341 3.36341 3.36341 4.5 4.5 4.5 4.5 -1.00 -1.63 -1.76 -1.90 -1.00 -1.63 -1.76 -1.90 -1.00 -1.63 -1.76 4.21 4.21 4.21 4.21 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.36 0.36 0.36 0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00