Vergleich von Inhalten

Overturning stability

Overturning stability analysis is performed using characteristic values! The following applies:

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The resultant must remain within the 1^st kernel width under permanent loads.

Bearing capacity safety

The program analyses the bearing capacity safety to DIN 4017.

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_Toc342144407 _Toc342144407

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_Ref436222559 _Ref436222559

The condition for the permissibility of the mean is that the mean friction angle demonstrates a maximum deviation of 5° to the true friction angles. This condition can be checked by the program. If it is not adhered to, the program reduces the largest friction angle in stages until the condition is met

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_Ref342637230 _Ref342637230

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_Toc326046539 _Toc326046539

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_Toc326114730 _Toc326114730

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_Ref326191248 _Ref326191248

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_Toc163742365 _Toc163742365

Sliding safety

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_Toc521248138 _Toc521248138

Sliding safety is computed to EC 7. In addition, the sliding safety of an equivalent horizontal plane is computed for an inclined base plane.

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Sliding safety is calculated as follows in accordance with the partial safety factor concept:

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_Toc163742366 _Toc163742366

General stability

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_Ref342970821 _Ref342970821

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_Ref57969581 _Ref57969581

General stability can be simply verified by exporting the data from GGU-CANTILEVER to GGU-STABILITY (GGU slope stability application).

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_Ref103573543 _Ref103573543

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_Toc163742367 _Toc163742367

Settlements

Analysis of settlement is compliant with DIN 4019 using the relationships given in the Geotechnical Engineering Handbook (1990; Fourth Edition) (equations 8 and 14 from Section 1.7 Stress analyses). The program determines the stresses at 0.05 m intervals or at layer boundaries and numerically integrates them.

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For settlement analyses, any preconsolidation loading in kN/m² can be subtracted from the current soil pressure. Settlement analysis will then be performed with the reduced values. The overburden pressure is also reduced by this amount when calculating the limiting depth.

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_Ref256163502 _Ref256163502

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_Toc163742368 _Toc163742368

Hydraulic heave

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_Toc326046543 _Toc326046543

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_Toc326114734 _Toc326114734

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_Toc521248143 _Toc521248143

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_Toc64190218 _Toc64190218

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_Toc96143053 _Toc96143053

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_Toc163742369 _Toc163742369

Hydraulic heave safety using global safety factors

The hydraulic heave safety for each layer below the excavation base is determined via a comparison of the soil weights to the flow forces at the respective layer bases.

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The minimum value of all _N is the hydraulic heave safety of the system.

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_Toc64190219 _Toc64190219

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_Toc96143054 _Toc96143054

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_Toc163742370 _Toc163742370

Utilisation factor (hydraulic heave) using partial safety factors

Using the partial safety factor concept the following must be verified:

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_Ref407379093 _Ref407379093

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_Ref2071601 _Ref2071601

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_Hlt2072291 _Hlt2072291

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_Ref55201806 _Ref55201806

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_Ref55629970 _Ref55629970

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_Hlt55629984 _Hlt55629984

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_Ref55631054 _Ref55631054

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_Hlt55631113 _Hlt55631113

Utilisation factors ≤ 1.0 mean that sufficient safety is given.

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_Toc64190214 _Toc64190214

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_Toc96143055 _Toc96143055

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_Ref103573603 _Ref103573603

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_Ref432594476 _Ref432594476

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_Toc163742371 _Toc163742371

Buoyancy

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_Toc64190215 _Toc64190215

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_Toc96143056 _Toc96143056

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_Toc163742372 _Toc163742372

Buoyancy safety using global safety factors

The buoyancy safety for each soil layer within the excavation is determined via a comparison of the soil weights to the water pressures at the respective layer bases. The self-weights of site plant and structures, frictional forces etc. are not included.

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If the same permeability has been defined for the whole system, safety against buoyancy is not determined. In certain cases, for example, when permeability on the passive side is much greater than on the active side, the calculation of safety factors for hydraulic uplift is meaningless. If, in such, or similar cases, the message "Buoyancy safety could not be demonstrated" appears, you can either ignore it or set the "Safety against buoyancy" to 1.0, which suppresses the message.

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_Toc64190216 _Toc64190216

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_Toc96143057 _Toc96143057

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_Toc163742373 _Toc163742373

Utilisation factor (buoyancy) using partial safety factors

Using the partial safety factor concept the following must be verified:

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Utilisation factors ≤ 1.0 mean that sufficient safety is given.

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_Toc163742374 _Toc163742374

Verification of deep-seated stability

Verification of deep-seated stability is required for anchored cantilever walls. This primarily serves to determine the necessary anchor lengths. Verification uses the method described by Ranke/Ostermayer (Bautechnik 1968 (Construction Engineering), Issue 10). When verifying deep-seated stability each anchor is first investigated (including the influence of the remaining anchors on the slip plane). Compound slip planes, which are determined by connecting the end points of the anchors involved, are then analysed.

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Here, too, optimisation regarding a utilisation factor of 1.0 is possible.

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_Ref57969719 _Ref57969719

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_Toc232938856 _Toc232938856

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_Toc163742375 _Toc163742375

Heave of anchor soil

Verification of heave of anchor soil is performed like the method described in Section 7.3.4 of the Piling Handbook 1977 (Spundwand-Handbuch 1977).

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_Toc163742376 _Toc163742376

Reinforced concrete design

Reinforced concrete is designed to EC 2 or, alternatively, to DIN 1045 (old) depending on the selected safety factor concept. Reinforcement is calculated for all wall element sections (see Section 8.15). The output is the section with the largest reinforcement.

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