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In the case of highway bridge structures, for example, load factors are optimized within the calibration of the structural design procedure and then imposed on the geotechnical design procedure. Obviously, this produces a sub-optimal calibration of resistance factors in the geotechnical side of the LRFD code, because load and resistance factors should be jointly determined or optimized in the calibration procedure. On the other hand, adopting the structural load factors in the geotechnical design provides consistent load factors across the structural and geotechnical parts of the codes, since, after all, the load factors in both the structural and geotechnical parts of the code apply to the very same live and dead loads. Load factors associated with earth pressures on structural elements, taken from the AASHTO code are shown in Table 18.6. It is important to note that most work to date on LRFD for geotechnical design has focused on foundation design. This focus has been driven by the desire to develop geotechnical sections within codes primarily concerned with structural engineering, for example the AASHTO codes for highway bridges or the National Institute of Standards and Technology model codes for building structures (Ellingwood et al. 1980). Thus, most of the work on LRFD for geotechnical applications has enjoyed a more or less clear separation and presumably a probabilistic independence between (structural) loads and (soil or rock) resistances. In the arena of earth structures, such as retaining structures and embankments, this separation is no longer so obvious. Loads depend on soil properties such as density and groundwater levels, but so, too, do resistances. The development of LRFD procedures for these other design considerations in geotechnical engineering will be more complex.

Listing 6.6 (continued)

00401A9A 00401AA0 00401AA5 00401AA7 00401AAB 00401AAD 00401AAF 00401AB1 00401AB5 00401AB9 00401ABA 00401ABB 00401ABC 00401AC1 00401AC4 00401AC6 00401ACA 00401ACC 00401ACD 00401ACE 00401ACF 00401AD1 00401AD2 00401AD5

Table 18.6 Load factors associated with earth pressures on structural elements (AASHTO 1994) Load factor, Load Components and attachments Downdrag Wearing surfaces and utilities Horizontal earth pressures Vertical earth pressures Maximum 1.25 1.80 1.50 1.50 1.35 1.35 1.35 1.30 1.30 1.95 1.50 1.50 Minimum 0.90 0.45 0.65 0.90 0.90 N/A 1.00 0.90 0.90 0.90 0.90 0.75

ADD ESI,98 SUB DWORD PTR SS:[ESP+14],1 JNZ SHORT cryptex.00401A70 MOV ECX,SS:[ESP+10] MOV ESI,DS:[ECX] TEST ESI,ESI JE SHORT cryptex.00401ACC MOV EDX,SS:[ESP+20] MOV EAX,SS:[ESP+1C] PUSH EDX PUSH ESI PUSH EAX CALL cryptex.00401030 ADD ESP,0C TEST ESI,ESI MOV SS:[ESP+10],EAX JNZ SHORT cryptex.00401A60 POP EDI POP ESI POP EBP MOV EAX,EBX POP EBX ADD ESP,8 RETN

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Active At-rest Overall stability Retaining structure Rigid buried structure Rigid frame Flexible buried structures (other than metal box culverts) Flexible metal box culverts

Listing 6.6 (continued)

6.1c When the boat has reached the desired direction, you need to set the heel and sheeting so the boat continues in a straight line (do the opposite of what you did to start the turn).

This function starts out with a familiar sequence that reads the Cryptex header into memory. This is obvious because it is reading 0x28 bytes from offset 0 in the file. It then proceeds to call into a function at 00401030, which, upon stepping into it, looks quite important. Listing 6.7 provides a disassembly of the function at 00401030.

Example The bearing capacity of shallow footings is usually predicted using Terzaghi s superposition method (Terzaghi 1943) combined with a good deal of empirical calibration. The literature contains many theoretical derivations, as well as model tests and eld observations, which may be combined to assess the mean and variance of bearing capacity predictions as a function of soil properties. Using Terzaghi s superposition, the ultimate bearing capacity of a shallow, concentrically loaded strip footing on a homogeneous soil is commonly determined from qv = cN c + qN q + 1 BN 2 (18.28)

00401030 00401031 00401032 00401036 00401037 0040103B 00401040 00401043 00401045 00401048 0040104B 0040104D PUSH ECX PUSH ESI MOV ESI,SS:[ESP+C] PUSH EDI MOV EDI,SS:[ESP+14] MOV ECX,1008 LEA EAX,DS:[EDI-1] MUL ECX ADD EAX,28 ADC EDX,0 PUSH 0 MOV SS:[ESP+18],EDX

; Origin = FILE_BEGIN ;

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