appendix d method, anchoring to cracked concrete

huangyhg

appendix d method, anchoring to cracked concrete
while appendix d in the canadian code is not mandatory, i have chosen to adopt it when designing anchors in cracked concrete. so i have started to familiarize myself with appendix d but i'm not sure if my interpretation of it is at all accurate, as i have not compared any of my numbers with those from worked out examples. i am curious if there is a "design guide" out there for appendix d, worked out examples, or if there are journals that you would recommend about appendix d so that i can have more confidence in the numbers i am getting when plugging blind into these very emperical equations.
thanks
clansman
if a builder has built a house for a man and has not made his work sound, and the house which he has built has fallen down and so caused the death of the householder, that builder shall be put to death." code of hammurabi, c.2040 b.c.fff">
in the states (peoples republic of ca) the hilti and simpson engineers have both produced worked out examples. check with your local rep's.
question: why would you choose to put a bolt in a crack? why not make a large bracket and put the bolt in an uncracked area?
old ca se
also check out pca notes.
hilti have a program available on their website where you model your conditions and it will calculate the product needed.  it will also output calculation sheets for the chosen loading conditions and chosen bolt.  this is on the uk hilti site
the program uses cracked concrete as its base material
i would recommend the anchor designer software? for aci 318 from simpson.  here is the link:
i don't like the simpson program.  i tried that about 8 or 9 months ago and it started coming up with crazy answers when you have eccentricities.  i would make a spreadsheet.  i made one - all you do is input geometry and anchor information and it gives you the capacity for each failure mode, the controlling capacity, and an interaction ratio.  i have an elastic bolt group analysis built in to take care of eccentricities.
look at the icc-esr reports from hilti and simpson. there are some worked out examples in them as well.  
it is important in the hilti calculation program to set the base material to tensile zone/cracked concrete. the majority of the anchors are not suitable for this type of base material. those that are have reduced load capacity.
clansman,
i'm a recently repatriated canuck myself (8 years in wi).  and, i'm in the process of trying to develop a spreadsheet to solve anchorage problems using csa.
the new canadian anchorage provisions are adaptations of the latest aci provisions.  as such, the examples provided by pca, aci etc will be relevant to our code too for the most part.  there are a few good examples in our concrete design handbook.  there are many more published by pca.
structural eit: any chance you'd wanna share that spreadsheet?
kootenay
thanks all for the responses.
does anyone know how results obtained from appendix d compare to the pci method?
clansman
if a builder has built a house for a man and has not made his work sound, and the house which he has built has fallen down and so caused the death of the householder, that builder shall be put to death." code of hammurabi, c.2040 b.c.fff">
i have been using the simpson strong tie software to compare with my own hand calcs, and i've noticed that the software has some rules for minimum anchor to end of baseplate distance and minimum anchor center to center distance (a function of anchor size and embedement), among other minimal dimensional requirements. i was not able to find these minimum dimensional requirements on csa a23.3-04 annex d. does anyone know where the software is obtaining this information from?
clansman
if a builder has built a house for a man and has not made his work sound, and the house which he has built has fallen down and so caused the death of the householder, that builder shall be put to death." code of hammurabi, c.2040 b.c.fff">