as i understood mc frame is along short dimension.
you do not care about out of plane stiff of walls - i would have enough rigid frame to try redistribute at least 35-40% of lateral load, in my opinion it is more economical than try to have rigid diaphragm in your case.
how far is your moment frame from parallel cmu wall - plan dimensions, seismic & wind zone?
for only two story building i would say these are the main questions to know, before making any suggestions. for particular cases moment frame even w/ flexible diaphragm may be not required - three walls...
from point of lateral support in your case requirements are satisfied by floor to floor high. you need to check shear for placement of shear reinforcement accordingly. in case of heavy shear i prefer to have bond unit (bond beam if you want) for good placement of shear reinforcement where...
for open profile H-piles - engineering news formula & diesel hummer. pile capacity must be confirmed by field load test on number of piles according your local code w/ necessary factor of safety to determine allowable load. an after all - just ask your geotech to do his part of job.
i do not know scale of your project, but CJP W14 to W14 sounds like budget of your client is unlimited, may be try (2)C-channels w/equal to W parameters (or many other possibilities) w/ gussets and fillet welding.
classical approach for trusses calculation during good old times was pinned...
"If you take a soil with an elastic soil modulus of 75 tsf and replace it with an aggregate with a soil modulus of 300 tsf, you will reduce the anticipated settlement from that replaced soil layer by 75 percent. Considering that the stresses below a footing attenuate fairly rapidly, this can...
despite, big number of things to be taken into consideration,
Structural Members / Service / Ultimate
Beams / 0.5EcIg / 0.35EcIg
Columns / 1.0EcIg / 0.70EcIg
Walls /
Uncracked 1.0EcIg / 0.70EcIg
Cracked 0.5EcIg / 0.35EcIg
Flat plates / 0.35EcIg/ 0.25EcIg.
Flat plates (equivalent slab-beams...
seems slab is not a guy of this layout. as per sk 150 is ok, as far as load is in border of regular for roof. could consider thicker slab to implement T-beam conditions, but even so deflection is in question.
Would say:
- JAE's about cambering and rapt's about corrosion more than agree;
- 50% for me is comforable;
- do not hesitate to provide note about number of days this cantilevered part will be shored, in my opinion it's deflection controlled situation
rapt,
thank you, for comment.
my short answer can be found in my previous post - critical members i always double-check by hand calculation (and it is not necessary to discuss that lintel above the door opening is important in structural field as everything else) and i do my best to prepare the...
"And you've got to be able to think in 3D in order to benefit from 3D analysis programs" 35 years ago (i do not know what was before) all the structural who was using 2d needed to think 3d too. structural always needed to think 3d to have ability to prepare more or less real load schematic.
i'd...
9-12 or 9-13 for minimum thickness - yes, but it's not final required thickness check for particular case. after you need to do strength & deflection calculation to prove it (or to go w/ thicker)
ACI 435R-95 gives variety of long-term multipliers by different authors and it looks like even ACI agrees (and this is trues) - nobody can predict for sure final deflection of not homogeneous material structure, so the goal is to make sure to be on conservative side of prediction. there are many...
rowingengineer,
thanks for the answer.
i take it as you implement requirements of the chapters 9&10 aci 318 into your modeling load schematic procedure for 3d analysis.
i agree - deflection is dark horse of the concrete design.
that is why chapter 9 has number of restrictions & regulations.
in...
well i'm old dog too. and spent many years w/ hand calculations, but now i can not imagine how it was possible to work without 3d modeling. in modern soft 3d model can be done very fast. on side note - critical members i always double-check by hand calculation.
rowingengineer, can i ask you...
from technical support i was told to use v.8 in case i need "floor loads with column and wall distortions".
they expected to issue revision w/ fixed bugs at the middle of june - so far nothing
soil will be checked for service, design of concrete for ultimate. in real life you never have soil pressure equal to ultimate column reaction. so you can simply check punching for it based on appropriate perimeter and it will be enough conservative.
