Design of structures for earthquake resistance. General rules, sesimic actions, design rules for buildings, foundations and retaining structures.Full description
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Seismic Design
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This document presents how to design a pile cap using BS8110.1997 British code. CSC TEDDS was used to generate the calculation. Strut and tie method was used. Once the structure has been analysed ...
Secant pile design
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Eng Ahmad Al Omari , Eng Essam Ghaith Eng & Qutaiba HameediFull description
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Eurocode Standards » Seismic Design Eurocode Design example on a pile foundation Last Upda ted on W ed, 06 Apr 2016 | Seismic Seismic Desig Design n Eurocode Eurocode In this section e shall outline the design of a pile foundati fo undation on column of column of the building for which the seismic designs designs
for a typical
were carried carried out in
earlier chapters. f course in reality the des ign of pile foundati foundations ons ill be carried out for individual individual columns with the as sociated re ductions in the pile lengths and/or pile diameters to suit the design load on the column. the column. Here we Here we shall only consider one typic typical al column column along the D line on the on the plan of the building. the building. Another premise that is made here is the requirement requirement of the the pile foundations. It is assu med that the building will be located at 'Site 'Site A for econo mi mic c and operational reasons.
9.7.1 Co nfigurat nfiguration ion of the problem In Chapter 8, the EC 8 Part 5 provisions provisions w ere use d to dete rm rmine ine the the liquefaction potential liquefaction potential of 'Site A. The soil profile at this site as determined from borehole data is presented in Figure 9.15. Based on on this it was determined determined that this site has: • A non-liquefiable clay crust of 2 m thickness thickness close close to to ground. • Liquefaction potential ana lysis confirms confirms that a 10 m 10 m thick layer of loos lo os e sand u nderlying the clay layer layer is 'liquefiable' during the design e arthquake event.
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Figure 9.15 Borehole d ata from Site Site A Table 9.5 Loading on the foundation from the columns columns Column C Column D Axial Axial load 5978 kN 862 kN Shear load 826 kN 826 kN
we use the loading obtained from those analyses (using q factor of 3.9 and
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choosing the concrete frame building that has the more severe loading case).
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These loads are obtained with due consideration to the capacity design
Geotechnical Geotechni cal Design Concrete Building Structures
aspects and are shown in Table Table 9.5. Please note that the worst loading
Steelwork Building Structures
occurs on columns along the lines C a nd D, each line rea ching a maximum maximum
Geotechnical Geotechni cal Design
load hile the other is at a iniu.
Design of Joints
herefore the loading on the pile group is: Design vertical load NEd = 5978 kN Design moment load MEd = 2505kNm Design horizontal, shea r load VEd = 826 kN Based on the above requirements, the following will be assumed regarding the pile foundations. Choose: • 2 X 2 pile grou p for columns along the D line • stee l tubular driven pile • pile diameter 8 00 mm; pile wall thickness 20 mm • pile group efficiency n = 70 p er cent (conse rvatively). Various other pile types can be considered for this application, such as concrete bored piles, precast concrete driven piles or steel H-piles for example. 9.7.3 Static pile de sign The piles are required to be designed according the provisions of EC7. Here the UK National Annex provisions are also taken into consideration. 9.7.3.1 Assumptions a nd simplifications Assume pile density is equal to soil density. Assume moment on g roup is carried by couple in piles. Individual axial pile load, Q A, is given by: Ignore s haft friction from upper clay layer. Assume pile is plugged a nd can deve lop full end bearing capacity. 9.7.4 Axial pile design
Use BS EN 1997 Design Approach DA-1. Two combinations must be considered. In Co mbination 1, partial factors are applied to the pile loading. In Combination 2, partial factors are applied to components of the pile resistance. Note: refer to the UK National Annex for appropriate partial factors for pile design. 9.7.4.1 Co mbination 1 Partial factor se ts A1 + Ml + R1 apply. From A1 adopt factor gG = 1.35. (Note: this is a simplification. Separate factors apply to permanent and transient loads.) For M1 all material factors gM = 1. For R1 all resistance factors gR = 1. Note: a model factor, Mp, is also required. From the UK National Annex the model factor is 1.4 if the pile has been designed from soil test data alone. If the pile capacity has been verified using a maintained load test the model factor is 1.2. BS EN 1997 is not p rescriptive concerning the method of calculating the pile capacity, only requiring that the ethod should be one that is verified against pile load test data.
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