connectegr : the min for 1/2 is 12 kps at the AISC Manual the PE engineer who aproved my design asked for 16 Kips. I have read the commentary of 8.2.2 but that doesn't tell me what to say to the installer. azcats: I told him that he need to use 1/3 turn but the wrench that he is using required...
how do I convert 16 kips preload to tightened torque lb- ft ?. basically, I got the values of the min bolt pretension form table J3.1 AISC manual. but the installer was asking me how much torque lb- ft he need to use in the torque wrench ??
Thank you
OK everyone. I have built the tube (weld it) and I have load it to the design limit and it was linear elastic, and it's behaving as expected. now it have been installed and it's working very good. no need to spent extra money to extrude the tube.
kingnero : no one get blamed, have you been...
1) since the load is not at the center of the column then you will have an eccentric load. the eccentricity e = 20/2-3.75= 6.25". ( you will basically have a load and a moment at the center). then I would check for capacity, slenderness, sway and non-sway, and Buckling;....... based on this...
mint for 40 ft it cost $3735.49 for two 24 ft each will cost me $775 only. you need to learn that tubes with market standard size are CHEAPER !!!
drawoh: that's true but I'm having only 0.833 lb/in load on it. second if you check the welding strength and the fatigue it won't fail. also I've...
well yeah this is my biggest concern, and I'm having a big deflection because of heat. that's why I'm asking about a good procedure to get the welding correctly!!
I did talk to my suppliers, I was able to find one in PA could get it me 40 ft tube but ..... it was too expensive and thats why I'm trying to weld.
I've talked to a welding engineer. he told me I could do it by tack weld the tubes at 4 points opposite to each other then weld all around " using...
this is a theater set, and accidents happened before by forgetting to load one side and releas the key so it falls down. the weight is on a vertical track so it won't hit anyone. and the only concern is the floor. cables won't help cause they are not connected to anything at the other end. if...
also, I would assume it spring for bridge piers, and thats due to the bearings. but if I get his question correctly, he was trying to make a column-beam connection?
it depends on the connection that you are going to use. are you going to weld them or bolt 'em? if they will be bolted then it depends on the number of bolts. if you want to calculate the deflection then if you pinned it you will have a big deflection than fixing it. I would checking both...
sure see attached. it's a free fall of 1200 lb form 50 ft hieght!http://files.engineering.com/getfile.aspx?folder=6f0940cc-ba16-4e17-9f49-980ff2c59f6b&file=SKMBT_C28012041913020.pdf
I've checked the AISC steel manual 13th edition. it doesn't say it's required! A slip critical connection which mean no slippage is permitted. but do you have a load cycles? if you do then "slip critical connection is advisable". you may also check RCSC specification section 4.3. Also slip...
I did an analysis of an extrem event of theater drum set. I end up with force of 45.75 Kips going to a concrete floor. this force have been transfered from 2X3X1/2 in steel column. I was calculating the crack in the concrete based on both bending and bearing. for bending 7.5(4000)^(1/2) * 3*4...
