BRE Mix Design Example 2 . . . . CALCULATE MIX PROPORTIONS OF TRIAL MIX 0.08 MB FOR THE FOLLOWING CONDITIONS: Characteri

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BRE Mix Design Example 2 . . . . CALCULATE MIX PROPORTIONS OF TRIAL MIX 0.08 MB FOR THE FOLLOWING CONDITIONS: Characteristic compressive strength (fe), 25 N/mmat 28 days Portland cement class 42.5 Slump required, 30-60 mm Maximum aggregate size, 40 mm (fine and coarse uncrushed). Use 1:1.5:3 proportions for 10:20:40 mm aggregate combination. Maximum free-water/cement ratio, 0.50 Minimum cement content, 290 kg/m3 There are no previous control data but a margin of 10 N/mm2 is specified. Aggregate relative density = 2.5 Fine aggregate, 90% passing a 600 m sieve . .
Table 1. Concrete Mix Design Form (BRE method) Rr Job title: Example 2 tan Valtulatim 1 LI Characteristic strength Specified N/mmat 28 days 25 Proportion defective N/mmorna date N.mm 12 13 Standard deviation Margin CI N2 Specified C2 Specified Nm Nim 25 10 14 15 3.6 35 425.025 Gushuncrusted Enhed Untitled . 1.7 Use the lower value.....50. 18 0.50 Targer man strength Cement strength class Agate type course Agsregte type fine Free-walancement ratio Max. Free watement ratio Slump or Vehe time Max. Aggregate size Free-water content Cant content Maximum Cement content Minimum Cement content 2 2.1 Table 2. Fig. 4 Specified Specified Specified Table Slump.....30-60 or VeBee NA 40. 2.2 2.3 160 3 3.1 C3 160 1 0.50 3.2 13 Specified ko'm Specified 290 kgm De not useless than 33 or more than 3.2 NA 330 gm 3.4 4.1 4 2.5. know 2330 42 4.3 Modified free-watercement ratio Relative density of agregate (SSD) Concrete density Total aggregate content Grading of fine aggregate Proportion of fine arge Fine aggregate content Coarse aggregate content Fit 5 C4 1.330 320 160 150 km s 5.1 Percentage passing 600 micronsieve Fig. 6 22 5.2 5.3 0.22 } CS 54 407 - 1443 kom ar Quantities Cemrat (2) Fine agregate (he) The or 10 Coarse agregate(ke TH SY KIPI 262 393 786 320 160 401 Pero earest Per trialmix 26 13 32 21 Mix design Page 2
Type of Table 2. Approximate compressive strengths (N/mm) of concrete mixes made with a free water/cement ratio of 0.5 Cement Compressive strengths (N/mm) Strength Coarse (age in days) Class aggregate 3 7 29 91 42.5 Uncrushed 22 30 42 Crushed 27 36 49 56 52.5 Uncrushed 29 37 48 Crushed 34 43 61 1 N/mm = 1 MN/mm2 - 1 MPa 49 54 55 Table 3 Approximate free-water contents (kg/mº) required to give various levels of workability Slump (mm) 0-10 (10-30 30-60 60-180 V-B (s) >12 6-12 3-6 0-3 Maximum Type of size of aggregate aggregate(mm) 10 Uncrushed 150 180 205 225 Crushed 180 205 230 250 20 Socrushed 135 6160 180 195 Crushed 170 190 210 225 Uncrushed 115 40 140 160 175 Crushed 155 175 190 205 Note: When coarse and fine aggregates of different types are used, the free-water content is estimated by the expression: 2 1 W. + Wc لا | فرفة where We = free-water content appropriate to type of fine aggregate; We = free-water content appropriate to type of coarse aggregate.
10 1919 than 20 results Standard deviations. Imm) : minimums for 20 er more results Fies -etatasala 70 10 20 30 40 50 Characteristic strength (mm) V Starting line using data from Table? Compressive strength (mm) 20 10 Fiora 4 Bladet CENTER Strength and வை 0.3 0.4 0.8 0.9 0.5 0.6 0.7 Free-wateticement ratio Mix design Pap
2700H 2600 Relative density of combined aggregate lon saturated and Burlace-dry basis) 2500 Wet density of concrete mix (kg/m?) 2.9 Assumed for crushed aggregates 2400 Assumed for uncrushed aggregates 2.8 2.7 23001 2.6 2200 12.5 2.4 240 260 280 2100! 100 120 140 160 180 200 220 Free-water content o/mº) Figures Estimated wat deurskyddy compacted concrete
Medium agregate si 10-30mm 30-60mm 3-60 50-180mm 03 Slump -10 Veteme: 120 80 70 181 151 60 215 -407 50 NIV 400 portion of fine agregar 147 00 401 -603 Lao 100 40 Leo 801 RO 1001 - 30 100- AO- 100 20 10 0.2 0.4 0.6 0.B 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 Free water control Foredrager second part Maximum agregates 20mm 10-30 30-50mm 6-12 3-6 Slump: 0-10 Vebe times 12 00-160mm 0-36 BO 70 60 IN IN 151 50 40 Proportion of fine agregate 40 401 40 80 00 30 40 2007 8011001 601 -1001 80351001 0911004 20 10 0.2 04 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 Free-watercement ratio riure un design
Maximum aggregate size: 40mm 10-30mm 30-B0mm 6-128 60-180mm 0-3s Slump: 0-10mm Vebe time: >12s 80 70 60 15 50 15 Proportion of fine aggregate (%) t404 161 40 15 40 60 809 40 401 607 A -1007 30! -60 601807 80- STO 20 $100 580451001 10 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 Free-water/cement ratio Figure 6 continued