masonry anchorage

huangyhg

masonry anchorage
regarding asd and strength design for masonry (aci 530-02):
for asd the allowable tension (when masonry controls) is ba = 0.5 * ap * f鈥檓^0.5
for strength design the nominal axial tensile strength (when masonry controls) is ? ban = 4 * 0.5 * ap * f鈥檓^0.5
the difference is a factor of 4.
with trying to compare apples to apples (i realize asd to lrfd is not apples to apples) a load combination of 0.6dl+wl for asd and 0.9dl+1.6wl for strength design say wl = 1 and dl = 1.
for asd this results 1.6
for strength design this results in 2.5
now the question/concern why is the strength design factor of difference of 4 when computing tensile strength (when masonry controls) allowing so more capacity particularly when the load combination for strength design is only ~1.5 times as much as asd?

i think this is a case where the "old" asd formulae have not been looked at or improved in many years and the lrfd has been fined tuned and tightened up to be less conservative and more beneficial to the masonry industry.
also - there is a tendency to push engineers toward lrfd.
the asd provisions in the recent codes have puzzled me:
the 2002 code (2.1.3.3.2) says the 鈥淣ominal strength鈥?= 2.5 x allowable stress value and that the 鈥淒esign strength鈥?= nominal strength x 鈥減hi鈥?(2.1.3.3.3).  for axial load, 鈥減hi鈥?= 0.8.
so, for axial loads, the allowable design stress = 2.5 x 0.8 x allowable stress = 2.0 x fa
the 1995 code says allowable stress = fa.
the load combinations (per the masonry code) didn鈥檛 change, and the axial compression equations didn鈥檛 change.
am i missing something here?