strip foundation Professor Giuseppe Scarpelli Università Politecnica delle Marche Ancona, Italy Past Vice-Chairman TC250/SC7
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1 13-14 June Dublin Worked example strip foundation Professor Giuseppe Scarpelli Università Politecnica delle Marche Ancona, Italy Past Vice-Chairman TC250/SC7
2 13-14 June Dublin Spread foundations- Design of a strip foundation CASE STUDY
3 Design situation: Strip foundation for a concrete building whose destination is civil habitation. It is composed of four floors. The embedment depth of foundation is 1.5 m; the groundwater level is situated at 1.5 m from the ground surface. Allowable settlement is 5 cm. 3
4 Characteristic values of actions: -G k =permanent vertical load; -Q k =variable vertical load. C1 C2 C3 C4 C5 C6 Normal forces (kn)* G k Q k G k Q k G k Q k G k Q k G k Q k G k Q k *(shear forces and bending moments are negligible for static conditions). Require foundation width, B to satisfy both ULS and SLS. 4
5 Annex B.3 of Eurocode 7 Part 2 Recommended depth of investigation for spread foundations 5
6 6
7 0-2 m m 2-4 m m 4-6 m 6-20 m 7
8 qc (MPa) qt (MPa) f s (kpa) u 2 (MPa) ,0 0,5 1,0 1, CPT results 20 z (m) z (m) 20 z (m)
9 Qt Fr z (m) 20 z (m)
10 Normalized CPT soil behaviour type chart after Robertson (1990). 10
11 Eu/cu = f (Ip, OCR) Duncan and Buchignani (1976). 11
12 c u =(q t -σ v0 )/N k N k =19 Undrained cohesion from CPT test, Lunne et al. (1977) E d (MPa) = 4 q c (if q c > 10 MPa) Oedometric modulus from CPT test (after Lunne- Christoffersen Robertson and Powell 1997) 12
13 Oedometer test results Sample depth (z) = 25 m Natural water content (W) =32.74 % Unit weight (γ) =19 kn/m 3 Water depth (z w) = 2.5 m 13
14 50 kpa 100kPa 200kPa 400kPa 800kPa 1600kPa 0,00 0,50 1,00 Sett tlement (mm) 1,50 2,00 2,50 Average C v =2*10-3 cm 2 /s 3, , , time (min)
15 Soil Conditions: k k Soil 1: medium dense sand (0-20 m) γ = 18.5 kn/m 3 c k = 0 φ k = 38 E = 30 MPa Soil 2: clayey silt γ = 18.5 kn/m3 Cc = 0.36 Cs = C v =2*10-3 cm 2 /s C uk = 80 kpa 15
16 13-14 June Dublin Spread foundations- Design of a strip foundation BEARING RESISTANCE
17 B=1.5 DA1-1 DA1-2 PARTIAL FACTORS A1+M1+R1 A2+M2+R1 V d (kn) N q N γ s q s γ R d (kn) R d /V d
18 B=1.21 DA2 PARTIAL FACTORS A1+M1+R2 V d (kn) N q N γ s q s γ 0.98 R d (kn) R d /V d
19 B=1.74 DA3 PARTIAL FACTORS A1/A2+M2+R3 V d (kn) N q N γ s q 1.04 s γ 0.98 R d (kn) R d /V d
20 D = 0 m, φ' = 38 d/v d R d DA1-COMB1 DA2-COMB2 DA2 DA B (m) 20
21 B = 1.74 m, φ'=38 R d /V d DA1-COMB1 DA2-COMB2 DA2 DA D (m) 21
22 B = 1.74 m, D = 0 m DA1-COMB1 R d /V d 6.00 DA2-COMB DA DA φ' k ( ) 22
23 13-14 June Dublin Spread foundations- Design of a strip foundation CHECK FOR CHECK FOR SERVICEABILITY
24 Immediate settlement qb s 0 = μ 0μ1(1 E ν 2 ) s 0 I = n I(Hi ) I = qb E i= 1 μ μ 0 1 i ( H ) i 1 (1 ν 2 ) μ 1 Janbu et al. (1956) μ 0 square circular 24
25 ...considering the single strip footing q (kpa)= B (m) = 1.50 L (m) = H (m) = 50 ν = 0.3 E' (kpa) = H/B = D/B = 1 L/B= 14.3 μ 0 = 1 μ 1 = 1.8 δ (m)=
26 ...considering an equivalent spread foundation spanning over the whole building base area 26 q (kpa) = B (m) = L (m) = H1 = 20 H2 = 50 ν 1 = ν 2 = 0.50 cu (kpa) = Eu (kpa) = E' (kpa) = H1/B = 1.29 H2/B = D/B = 0.00 L/B= 1.38 μ 0(1) = 1.00 μ 1 (1) = 0.50 μ 0 (2) = 1.00 μ 1 (2) = 0.70 δ (m)= 0.021
27 Oedometric settlement k k Soil 1: medium dense sand (0-20 m) γ = 18.5 kn/m 3 c =0φ = φ = 38 E = 30 MPa Soil 2: clayey silt γ = 18.5 kn/m3 Cc = 0.36 Cs = C v =2*10-3 cm 2 /s Cu = 80 kpa 27
28 6.6.2 (5) The depth of the compressible soil layer to be considered when calculating settlement should depend on the size and shape of the foundation, the variation in soil stiffness with depth and the spacing of foundation elements. 28
29 Stress increment 29
30 layers Δz (m) z (from g.s.) (m) σ z (kpa) u (kpa) σ' ' z (kpa) e 0 Δσ z (kpa) Δσ z /σ' z σ' ' z_fin (kpa) e f ε z S ed (m) 1,00 0,50 20,25 374,63 174,13 200,50 0,91 21,67 0,11 222,17 0,86 0,023 0,012 2,00 0,50 20,75 383,88 179,03 204,84 0,90 20,87 0,10 225,71 0,86 0,022 0,011 3,00 0,50 21,25 393,13 183,94 209,19 0,90 20,10 0,10 229,29 0,86 0,021 0,010 4,00 0,50 21,75 402,38 188,84 213,53 0,90 19,37 0,09 232,90 0,86 0,020 0,010 5,00 0,50 22,25 411,63 193,75 217,88 0,89 18,68 0,09 236,55 0,86 0,019 0, , ,50 22,75 420,88 198,65 222, ,89 18, ,08 240, ,86 0, , ,00 0,50 23,25 430,13 203,56 226,57 0,89 17,38 0,08 243,95 0,86 0,017 0,009 8,00 0,50 23,75 439,38 208,46 230,91 0,88 16,78 0,07 247,69 0,85 0,016 0,008 9,00 0,50 24,25 448,63 213,37 235,26 0,88 16,20 0,07 251,46 0,85 0,015 0,008 10,00 0,50 24,75 457,88 218,27 239,60 0,88 15,66 0,07 255,26 0,85 0,015 0,007 11,00 0,50 25,25 467,13 223,18 243,95 0,88 15,13 0,06 259,08 0,85 0,014 0,007 12,00 0,50 25,75 476,38 228,08 248,29 0,87 14,63 0,06 262,93 0,85 0,013 0,007 13, ,50 26, ,63 232,99 252, ,87 14, ,06 266, ,85 0, , Stot= 0,033 30
31 layers Δz (m) z (from g.s.) (m) σ z u σ' z Δσ z σ' Δσz /σ' z_fin S ef ed (kpa) (kpa) (kpa) (kpa) z z e (kpa) f ε z (m) 1,00 2,00 21,00 388,50 181,49 207,02 20,48 0,10 227,50 0,86 0,022 0,043 2,00 2,00 23,00 425,50 201,11 224,40 17,69 0,08 242,09 0,86 0,017 0, , ,00 25,00 462,50 220,73 241,78 15, ,06 257, , ,014 0, ,00 2,00 27,00 499,50 240,35 259,16 13,48 0,05 272,64 0,84 0,012 0,024 5,00 2,00 29,00 536,50 259,97 276,54 11,88 0,04 288,42 0,84 0,010 0,020 6,00 2,00 31,00 573,50 279,59 293,92 10,54 0,04 304,46 0,83 0,008 0,017 7,00 2,00 33,00 610,50 299,21 311,30 9,40 0,03 320,70 0,83 0,007 0,014 8,00 2,00 35,00 647,50 318,83 328,68 8,43 0,03 337,11 0,82 0,006 0,012 9,00 2,00 37,00 684,50 338,45 346,06 7,60 0,02 353,65 0,81 0,005 0,010 10, ,00 39,00 721,50 358,07 363, , ,02 370, , ,004 0, ,00 2,00 41,00 758,50 377,69 380,82 6,25 0,02 387,07 0,80 0,004 0,008 12,00 2,00 43,00 795,50 397,31 398,20 5,71 0,01 403,90 0,80 0,003 0,007 13,00 2,00 45,00 832,50 416,93 415,58 5,23 0,01 420,81 0,79 0,003 0,006 13,00 2,00 47,00 869,50 436,55 432,96 4,81 0,01 437,76 0,78 0,003 0,005 13,00 2,00 49,00 906,50 456,17 450,34 4,43 0,01 454,77 0,78 0,002 0,005 Stot= 0,243
32 Settlement time development 2H H 32
33 qc (MPa) qt (MPa) f s (kpa) u 2 (MPa) ,0 0,5 1,0 1, z (m) 20 z (m) 20 z (m) 20 H 1.5 m time (days) settleme ent (m) 0,00 0,01 0,02 0, ,
34 qc (MPa) qt (MPa) f s (kpa) u 2 (MPa) ,0 0,5 1,0 1, z (m) 20 z (m) 20 z (m) 20 2H 7 m H 3.5 m time (months) settlemen nt (m) 0, ,05 0,10 0,15 0, ,
35 13-14 June Dublin Geotechnical design with worked examples eurocodes.jrc.ec.europa.eu
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