I have a two story structure first floor cmu 2nd story wood stud frame located in high wind area. Need to tie down 2nd floor studs to bond beam below 2nd floor wood trusses. Trusses bear on 2x plate with anchor bolts into masonry bond beam. Would like to use Simpson coil straps or simliar...
I have an isolated column that will be in close proximity to where cars will come in and out. Structure is a larger garage/barn accessory to residential. Apart from it being a good idea does any know of a code requirement i.e. ibc/irc for protecting the column from the vehicles? Also, what would...
Looking at a 34' span (short width) 2nd story renovation in which contractor wants to conventionally frame a hip roof. 4:12 pitch no snow but high wind. Maze of existing bearing wall lines below to use but unfortunately mainly parrallel to the potential ceiling joists/rafter ties. Thinking of...
I have an existing assisted living facility renovation where flat wood roof trusses designed for 40 psf live load will be use for the floor system for a second story addition. Part of the addition will be bedrooms and other part common areas (living room) although not specifically addressed in...
This may be difficult to describe without a sketch but I do not have one handy so here it goes: I have an existing 2 story old wood framed structure to which a one story cmu masonry addition was added. On about 50% of one of the addition wall was the original wood frame 1st story wall. Client...
Looking for general formation on 1x, 2x, & 3x lumber roof sheathing. Pro's con's, design considerations, etc.
-I note awc has a technical pub on 2x & 3x but what about 1x what design values do you use for that?
-the tech pub shows some installation patterns where they appear to stagger with ends...
Interested in how others typically transfer load from exterior wall to roof diaphragm when dealing with trusses overhanging a porch. Please see attached detail, initial plan is to use the jack trusses as drag struts and sheath the porch ceiling with 3/8" plywood. Even with the high wind it is...
Looking for a critque of the attached detail. There few things I am not thrilled about but specifically the kicker brace. I do not like the idea of making them thread the brace through the truss...expecting interference and trouble placing. Considered taking wall studs down to the plate on the...
If one can demonstrate a wall is capable of withstanding load from hydrostatic flood pressure do building codes and/or asce 24 still require flood venting?
With an exposed split face CMU construction what are the options & pro/cons for lintels. Are there any masons who still form up U block and pour? How abour power steel products??
I have a project located in a wind borne debris area and in a flood zone. The structure has several garage overhead door openings. Are there garage doors rated for for hydrostatic loadings?? Are there garage doors rated for wind borne debris?? Are these strctures typically designed as partially...
I am in the midst of a detailed design spredsheet for 1-2 story structures for high wind areas and am need of some inspiration for actual failures....apart from having no uplift tiedowns at all and no gable end bracing...I see so many old structures still standing and can't stop thinking of all...
The florida residential building code (and maybe the IRC?) presriptively requires 8d ring shank nails for roof sheathing attachment I have the following questions regarding their use:
1. What are their withdrawl loads? NDS doesn't seem to address unless it is appropriate to use the threaded nail...
I am working on a design spreadsheet for lateral wind design of one and two story structures. The structures will all all have wood roof and/or floor diaphragms (flexible). Walls will either be frame or masonry. For these type of strucutres ASCE 7 notes you only have to evaluate CASE 1 & 3 of...
Looking at 2 story 8" cmu structure to have wood floor & roof trusses. Floor trusses likely be 24"+/- depth. Interested in opinions/reccomendations on detailing floor truss connection to wall i.e. top bearing, bottom bearing, hanger, ledger, pocket, moisture break, cmu bond beam verse cip...
I see typical vertical reinforcement spacing in ICF at 48" +/- o.c. depending on the loads. You will arrive at similiar spacings if you follow the prescriptive pca-100 design guide. I am using the AMVIC ICF system software and it is noting my 48" spacing is violation fo ACI 318-08 14.3.5 and I...
Contractor wants to do ICF construction on solid grouted reinforced CMU stemwall with slab on grade. This is a one story story residential structure in high wind. I have have heard another engineer have issue with this approach, as depending on the nature of the icf system you maybe stacking a...
Looking for opinions on cause of minor exterior wall cmu cracking see attached photo. Cracking starts small at ground and start steps up as it widens to left bottom corner of window opening, second crack starts small from bottom right of window opening stair steps downward widening to corner of...
For a non-geotech, what are the general methods & procedures & tests used by geotechs for analyzing potential for foundation settlement of both a new site and in the case of an existing structure the potential for further settlement? I assume geotech evaluate several things i.e. type of soils...
For a typical continous multiply 2x wood beam I often see detailed lag or through bolts staggered. The required fastening to develope the plys on either side of splices at zero moment is not somehting I would typically try to quantify exactly ( I would opt to over do it) but I am questioning...
