i have steel cantilever beam with simply supported beam back up. Column is continuous. i will have moment connection at one end as shown. if i will get upward load at the other end then how to design that connection. To design beam i will consider appropriate unbraced length.
I am trying to design steel column. As shown on attachment beam is 4in away from column. And beam has torsional loading. To check column do i have to include Mx moment and My moment both. what eccentricity i have to include for My moment.
I have two story wood shear wall. Upper story wall is 12ft wide and lower story is 9ft wide with 3ft opening at the end. To check overturning can i still use 12ft wall with proper uplift connector at lower story. I will use 9ft wall only for shear capacity.
I am trying to design HSS beam to HSS column moment connection. Is there any resource for that. if i will use weld all around is this consider as moment connection.
I am unable to find information for allowable shear for panel diaphragm to attach plywood with douglas fir-larch with screw instead of nails? IBC has table for nails only.
I have masonry wall and have vertical rebar at every 32" o.c. so i will grout those cells only where i have vertical rebar. but if i will add horizontal rebar at every 48" o.c. due to shear wall then do i have to use solid grouted wall or i should just add bond beam at 48" o.c. with rebar. so...
I have new W-beam lintel sits on existing unreinforced masonry wall. reaction is 10 kip. What is allowable bearing stress for URM. Wall is 6in thick. Do i have to use same 0.25f'm.
I am trying to find weight for masonry wall in psf. I have 8 inch light weight masonry wall with rebar in 48 inch o.c. vertically and those cells are grouted solid only. What is for weight that. does it consider as partially grouted wall not solid grouted wall Correct?
I have interior column footing and trying to design anchor bolt for that. Top of footing is 1'-0" below slab on grade - finish floor elevation 0'-0" and footing is 5 ft wide. i am trying to check anchor bolt for tension and shear as per ACI Appendix D. There is no pier. Now for concrete breakout...
I have to design footing for metal building. Building is very small. I have uplift 6 kip and 4 kip shear. I am trying to use 12" continuous wall with 2ft wide footing. column will sits on wall. i check 4-3/4" anchor bolt as per appendix - D. it's fine. Now question is to check for uplift i will...
I have steel braced frame foundation. I am using grade beam between steel braced frame columns. For global overturning if one of the footing has uplift other one has downward load. Due to downward load on the other side of the footing i can check the footing for sliding. I will check grade beam...
Hello
I am trying to analyse one story frame in Staad pro. see attached frame image for reference. the frame is about 30ft high and i am adding HSS girt at some intermediate location for wind load. How that HSS girt is going to be connected with column. do i have release the moment for HSS beam...
I want to design the spread footing for steel diagonal braced frame. I just read this one thread on eng-tips about footing design.
http://www.eng-tips.com/viewthread.cfm?qid=228071&page=5
thread486-228071
I have braced frame footing with lateral load of 67 kip. I am tying both footings...
Hello,
I have braced frame with column footings. I have 50 kip lateral shear. Both footings are isolated. I will check footing for sliding using soil friction and passive pressure. I will assume footing takes all lateral shear, slab on grade is not count.
Now question is to check overturning...
trying to calculate wind load on solid free standing wall using asce7-05. I am using Fig-6-20 to calculate the wind pressure on wall. Wind pressure is 30 psf. the wall is 10ft high and 30ft wide. How much concentrated load do i have to apply. i have to consider full width for that ?
A steel braced frame columns are supported on Spread Footing with tie beam between the columns. I have vertical and horizontal reaction from Frame. So designing tie beam i have to consider that has regular concrete beam with axial load (Horizontal reaction from column) ?
I am trying to design the spread footing for uplift. I have ASD Earthquake load A kips (No factor) on Footing and DL B (from Column) kips (No Factor), and Self weight of Footing (C Kips) So now do i have to satisfy the Factor of Safety Requirement of 1.5 [DL = (B+C) / EQ = (A)]. Or IBC allows...
Hi I am trying to analyze wood frame with bracing. I have attached my staad file for review. I am just checking forces in every member. I have moment and axial load in member 10 and 11 if i will use design option in input, but if i see only analysis results it does show any axial loads and...
