data needed for design of reinforced slabs 8 5 1

... and 3.5 of BS 8110-1:1985 or Tables 5.1 and 5.2 of BS 8110-2:1985. Figure 4 — Typical profiles Trang 184.6 Methods of developing composite action 4.6.1 General The shear connection needed for composite ... Steel reinforcement 3.2.1 Specification The type of reinforcement used should satisfy the recommendations of BS 8110 and should conform to BS 4449:1988, BS 4482:1985 or BS 4483:1985, subject ... Trang 1Structural use of steelwork in building — Part 4: Code of practice for design of composite slabs with profiled steel sheeting UDC 693.814:669.14.018.29-417.2:692.533.15 Trang 2This...

Ngày tải lên: 08/07/2014, 22:20

... Geotextile reinforced piled Trang 10Low, B K., Tang, S K., & Choa, V (1994) Arching in piled embankments Journal of Geotechnical Engineering, 120(11), 1917-1938 Miki, H (1997) Design of deep ... 0 5×1.1 m = 1.3+0.05(H/s) (11) ) 2 1 )( 1 ( / ) 2 1 )( 1 E (12) where H is the embankment height, s is the center to center pile spacing, k is called modular ratio between the pile and soft ... analysis of geosynthetic-reinforced and pile-supported earth Han, J., & Alzamora, D E (Eds.) (2011, February) Geo-Frontiers 2011: Advances in Hewlett, W.J., Randolph, M.F., 1988 Analysis of piled...

Ngày tải lên: 10/02/2020, 05:55

... in ACI 318-02 for flanges in compression Section 8.10.2 of ACI 318-318-02 should be used for beams with slabs on both sides Section 8.10.3 of ACI 318-02 should be used for beams with slabs on ... Zerbe 1987; Ehsani and Wight 1985; Fujii and Morita 1987; Gentry and Wight 1992; Hatamoto, Bessho, and Matsuzaki 1991; Kitayama, Otani, and Aoyama 1987; Kurose et al 1991; LaFave and Wight 1997; ... Sections 10.9.1 and 10.9.2 of ACI 318-02 For Type 1 connections, longitudinal column bars may be offset within the joint The provisions of ACI 318-02 for offset bars should be followed For Type...

Ngày tải lên: 24/10/2014, 16:04

... tor-5.2 Recommendations for the joint 5.2.1 Column longitudinal reinforcement-Column longitudinal reinforcement passing through the jointshould satisfy Sections 10.9.1 and 10.9.2 of ACI 318.Offsets ... loading condition shown in Case B of Fig 5.1 Trang 11DESIGN OF SLAB-COLUMN CONNECTIONS 352.1 R-11normally involves moment reversals, both the top and the bottom reinforcement should be effectively ... confinement afforded by the slab concrete en- hances joint shear strength. CHAPTER 5-REINFORCEMENT REQUIREMENTS 5.1 -Slab reinforcement for moment transfer 5.1.1 (a) Interior connections-Reinforcement...

Ngày tải lên: 24/10/2014, 22:00

... 12 13 13 13 14 14 14 15 15 16 16 16 16 16 16 17 17 18 19 20 22 22 22 23 23 23 24 24 24 24 25 4.2.3 Bending moments and shear forces 4.2.3.1 General 4.2.3.2 One-way spanning slabs of approximately ... Exposure conditions Appendix D Column design charts [StructE/ICE reinforced concrete building structures 56 56 57 37 58 58 59 39 59 59 59 59 59 60 60 60 60 61 61 61 61 Tables Table Table Table Table ... 4.10 Durability and cover 4.10 Types of foundation 4.10, Plan area of foundations 4.10 Design of spread footings 4,10.5.1 Axially loaded unreinforced pad footings 4.10.5.2 Axially loaded reinforced...

Ngày tải lên: 05/05/2018, 08:43

... dao động thứ i ; + Đất loại 1 : 0,8 ≤ = 1/Ti ≤ 3 ; (3.12) + Đất loại 2 : 0,8 ≤ = 1,1/Ti ≤ 2,7 ; (3.13) + Đất loại 3 : 0,8 ≤ = 1,5/Ti ≤ 2 ; (3.14) Đất loại 1,2,3, được nêu trong Tiêu chuẩn ... 1Công ty luật Minh Khuê www.luatminhkhue.vnTIÊU CHUẨN VIỆT NAM TCVN 198 : 1997 NHÀ CAO TẦNG - THIẾT KẾ KẾT CẤU BÊTÔNG CỐT THÉP TOÀN KHỐI HIGH RISE BUIDING- GUIDE FOR DESIGN OF MONOLITIC REINFORCED ... 2737 : 1995) (3.3) + Khi diện tích sàn 36m2 > A ≥ 9m2 (Theo điều 4.3.5.1 TCVN 2737 : 1995) (3.4) Trong đó : n là số sàn đặt tải kể đến khi tính toán (trên tiết diện đang xét) 3.1.2 Tải...

Ngày tải lên: 28/02/2022, 22:01

... determined, for the particular element type, from the guides of 10 to 14 11.2.3 Design strength for axial compression 11.2.3.1 Design strength for axial compression without flexure Equation 101 should ... present 10.5, and should comply with the general guides of 10.5.3.4, and the particular guides of 10.5.4 or 11.1 RailingsRailings shall be provided along the edges of structures for protection of ... portion of the slab should be permitted to act as a flange of the beam, and the flexural design should comply with the requirements of 10.1.6.1 to 10.1.6.5 10.1.6.1 Effective flange width for beams...

Ngày tải lên: 09/03/2024, 15:35

... [35] Figure 4 also shows that the area per AP1 molecule 1.5 1.25 1 0.75 0.5 0.25 0 <H> A G10 Q3 B A7 E11 G4 Q8 W12G1 A5 F9 E2 L13 L6 Fig 1 (A) Extended hydrophobic moment plot analysis of ... replicates. 2854 2853 2852 2851 2850 0 10 20 30 40 50 60 70 80 Temperature (°C) Fig 7 FTIR lipid-phase transition analyses of SUVs with lipid com-positions that correspond to those of E coli membranes, ... doi:10.1111/j.1742-4658.2006.05387.x AP1 (GEQGALAQFGEWL) was shown by theoretical analysis to be an anionic oblique-orientated a-helix former The peptide exhibited a mono-layer surface area of 1.42...

Ngày tải lên: 07/03/2014, 12:20

... G-factor 0.0184 0.0195 0.0274 0.0000 0.0224 ± ± ± ± ± 0.0015 0.0017 0.0017 0.0000 0.0011 9.78 10.18 14.65 00.00 34.60 0.000 0.245 0.400 ± ± ± ± ± ± 1.56 1.53 2.01 0.00 2.80 0.00 ± 0.03 0.0173 0.0192 ... 0.0192 0.0313 0.0000 0.0235 9.0 10.0 18.0 00.0 37.0 00.0 0.222 0.440 0.016 ± 0.010 0.012 0.014 ± 0.006 )1706.70 ± 111.6 0.005 )1768.52 0.0 0.2 9.4 90.4 )0.16 ± 0.04 0.0 0.0 13.5 86.5 )0.11 a REM ... and 5.121 A from the proximal guanidyl Hg11 and Hg12 protons of Arg16 (Fig 3B) On the other hand, the ˚ Oe2 atom of Glu17 is found at 5.485 A, far from the Hd2 proton of the imidazole ring of...

Ngày tải lên: 17/03/2014, 10:20

... J., 91C52, 537–551, 1994. With permission.) © 2000 by CRC Press LLC 38.3 Flexural Design of Columns 38.3.1 Earthquake Load For ordinary, regular bridges, the simple force design based ... Proceedings of. .. Requirements for Reinforced Concrete and Commentary (ACI 318-95/ACI 318R-95), American Concrete Institute, Farmington Hills, MI, 1995 2 ATC 32, (1996), Improved Seismic Design ... reinforcement is calculated as the following function of the steel strain for (38.8a) for (38.8b) for (38.8c) where ε y and f y are the yield strain and specified strength of...

Ngày tải lên: 08/07/2014, 12:20

... references 10 11 12 13 14 20 22 48 15 16 17 19 19 21 23 24 26 28 29 33 34 35 35 36 37 38 44 45 46 © BSI 01-1999 Issue 2, January 1999 BS 5950 : Part : 1995 Foreword | This Part of BS 5950 and Amendment ... BS 1449 : BS 1449 : Part BS 1449 : Section 1.2 : 1991 BS 1449 : Section 1.4 : 1991 BS 1449 : Section 1.5 : 1991 BS 1449 : Section 1.8 : 1991 BS 1449 : Section 1.10 : 1991 BS 1449 : Section 1.11 ... 6.5 Weld detail and design Section Tests 7.1 General 7.2 Testing of sheeting 7.3 Text deleted 7.4 Text deleted 7.5 Text deleted 4 9 10 11 12 12 12 13 16 17 18 24 27 30 32 32 36 38 39 39 41 41...

Ngày tải lên: 08/07/2014, 22:20

... .472 888 0525 ,028 A8.11 Redundant Problem Deflection Calculations by Deflections (and in particular, the matrix Matrix Methods ~ [se] [srs"] [sm] + “E | 10825 0975 1.665 .888 7 1 888 1.665 ... O59 -111 0065 0035 ˆ 20035 O065 111 «059 The calculation was completed as per eq (23) to give [Sa] ; the values of the member forces for unit applied external loads 31 Example Problem 14a ... flange ends of the adjacent bay (see da, 47, de, dio STATICALLY INDETERMINATE STRUCTURES The follicwing matrix products Per eq (18): ~,008216 ,008216 ~.QO5150 ,005150 -.002278 ,002278 true...

Ngày tải lên: 07/08/2014, 10:20

... fatigue life of the #5, 6, 10, and 11 bars were found to be 1.22, 1.30, 0.76, and 0.85 times the life of the #8 bars, respectively. This trend is the same as that for the data shown in Table 1. The ... No. 5 Bars ‘r 20 ksi 0 N = 5 million cycles Grade 40 60 75 4060 75 40 6075 40 60 75 S min 0 Ify 0 4fy 0 Ify 0 Ify Size No8 No 8 No 5 No 10 c) Data from Reference 28 Fig. 7-Effect of ... part of the Project Documents they should be phrased in mandatory language and incorporated into the Project Documents. 2 1 5R-1 Notation, pg. 215R-19 References, pg. 215R-19 Appendix, pg. 215R-23...

Ngày tải lên: 24/10/2014, 15:46

... slabs 10.5-Distribution of loads to beams10.6-Skew bridges Chapter 11-Substructure systems and elements, p 343R-123 11.l-Introduction11.2-Bearings11.3-Foundations11.4-Hydraulic requirements11.5-Abutments ... diameters13.7-Spacing of reinforcement 13.8-Concrete protection for reinforcement13.9-Fabrication 13.10-Surface conditions of reinforcement13.1l-Placing reinforcement 13.12-Special details for columns ... columnsshould conform to ASTM A 36, A 242, A 441, A 572, or A588 Steel pipe or tubing for composite columns should form to ASTM A 53 (Grade B), A 500, or A 501 con-3.2.12 Accessories 3.2.12.1 Bar supports-All...

Ngày tải lên: 24/10/2014, 16:04

... Serviceability Design, pg 358.1R-25 5.1 General 5.2 Basic Assumptions 5.3 Permissible Stresses 5.4 Loss of Prestress 5.5 Fatigue 5.6 Vibration 5.7 Deformation 5.8 Crack Control ACI 358.1R-92 supersedes ... 358.1R-86, effective Sept 1, 1992 Copyright 0 1992 American Concrete Institute. All rights reserved including rights of reproduction and use in any form or by any means, including the making of ... Section 5.8.2.1 Area enclosed by the centerline of closed transverse torsion reinforcement, in.2 (mm2) Section 5.5.3 Cross-sectional area of a rail, in.2 (mm2) Area of compression reinforcement,...

Ngày tải lên: 24/10/2014, 21:58

... quality control; reinforced concrete; slab-on-grade; slipform; subbase; tie bar; welded wire fabric. CONTENTS Chapter 1—General, p 325.12R-2 1.1—Introduction1.2—Scope1.3—Background1.4—Definitions ... purposes by the formula MOR = a1γconc0.5f c′0.5 (ACI Committee 209) (2-2) where γconc is the concrete unit weight, and a1 varies tween 0.012 and 0.20 for units of MPa (0.6 to 1.0 for units ofpsi) If ... p 325.12R-5 2.1—Support conditions2.1.1—Subgrade support2.1.2—Subbase properties2.2—Properties of concrete paving mixtures2.2.1—Strength 2.2.2—Durability2.2.3—Workability2.2.4—Economy2.2.5—Distributed...

Ngày tải lên: 24/10/2014, 22:11

... B31-3:1966 BS 1515:1965 BS 3915:1965 At hydraulic test ASME VIII:1965, factor 1.5 ASA B31-3:1966, factor 1.3 BS 1515:1965, factor 1.3 BS 3915:1965, factor 1.3 0.250 0.333 0.425 0.425 0.375 0.433 ... 0.425 0.425 0.375 0.433 0.552 0.552 0.375 0.500 0.638 0.638 0.563 0.650 0.830 0.830 0.625 0.625 0.666 0.666 0.938 0.813 0.866 0.866 0.938 0.938 1.000 1.000 1.408 1.220 1.300 1.300 NOTE At the hydraulic ... VIII:1965, factor 1.5 ASA B31-3:1966, factor 1.3 BS 1515:1965, factor 1.3 BS 3915:1965, factor 1.3 Flange bending Maximum longitudinal stress at design pressure (1.5 × SFo) ASME VIII:1965 ASA B31-3:1966...

Ngày tải lên: 18/08/2017, 14:29

... soil a 0,70 0,92 b 1,29 1,25 c 2,14 0,92 d 1,81 1,25 e 0,21 0,41 f 0,44 0,32 m 0,21 0,96 k 1,22 1,00 k' 1,00 0,39 cT 2,00 1,14 cM 2,00 1,01 c'M 1,00 1,01 β 2,57 2,90 γ 1,85 2,80 F.5 In most common ... .8 1.1 1.2 1.2.1 1.3 1.4 1.5 1.5.1 1.5.2 1.6 1.7 SEISMIC ACTION .12 2.1 2.2 DEFINITION OF THE SEISMIC ACTION 12 TIME-HISTORY REPRESENTATION .12 GROUND ... (1)P 1.5 The rules of EN 1990:2002, 1.4 apply Terms and definitions 1.5.1 Terms common to all Eurocodes (1)P The terms and definitions given in EN 1990:2002, 1.5 apply (2)P EN 1998-1:2004, 1.5.1...

Ngày tải lên: 05/05/2018, 08:40

... 1985 report ofACI-ASCE Committee 352 on beam-columnjoints in monolithic reinforced concretestructures(10-29) recommends a minimumoverstrength factor of 1.4, instead of the 1.2given in ACI 318-95, ... typical reinforced-concrete beamsubjected to reversed cycles of inelasticdeformation in the presence of high shear(10-22, Trang 1710-23) is shown schematically in Figure 10-12 InFigure 10-12a, yielding ... alternate 90° and 135° hooks, as shown in Figure 10-31b, can be used Figure 10-31 Alternative details for anchorage of horizontal web reinforcement in boundary elements.(10-54) (a) detail for walls subjected...

Ngày tải lên: 10/05/2018, 18:39

... — 3 1.099 100 60 4.094 4.499 7 1.946 140 100 4.605 8.961 15 2.708 180 140 4.942 13.38 Sum 5.753 13.64 26.84 m = 3 Summation (ln(dV/dy))2 = 12.33 b 3(26.84) − 5.753(13.64) = 0.526 ... 18V t ρs = 7900 kg/m3 ρ = 1 263 μ = 950 × 10 −3 Pa·s V = ρ D2 7.9 1 s − 1 ρg = − 1 (1 263)(9.81)(0.0022) ρ 18μ 1.263 18(950 × 10 −3 ) V = 0.0152m/s Check on Re = ρVD 1 263(0.015 ... s −1 18V = 800 − 1 18(40.6 × 10 −3 ) μ ρ gD2 7900 (9.81)(0.003175)2 ν = 1.204 × 10 −3m2/s Check on Re = VD = 40.6 × 10 −3 (0.003175) = 0.107 < 1 OK ν 1.204 × 10 −3...

Ngày tải lên: 28/02/2019, 15:13