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Thank you for the insight, this makes sense to me now. When I proportioned the loads and calculated the deflections of the two different member properties independently they came out with the same deflection values. When you are speaking of creep, are you referring to section 3.5.2 of the NDS...

I am designing a flitch beam consisting of two wood members and a steel plate. One wood member on each side of the plate. The beam is a composite member. I have determined the percentage of load contributing to the plate and wood. How do I calculate the deflection? Is it correct to use the...

I have a question regarding shear stress parallel to grain of a wood beam, Fv’. My loading condition consists of a wood beam with a continuous beam cantilever over one of the supports (two total) and has a distributed load on it. There are also point loads acting from above the two support...

Yes the the piles will be on a square grid

Looking for recommendations on reference material that could be utilized to design a reinforced concrete mat foundation on piles. The mat would be of a constant thickness.

Hi, Does anyone know of a good reference book or manual to check 2x wood truss joints connected with metal plates by hand?

bimr, I looking for the section that relates the use of the bottom area only. Are you refering to section 6.3.4 of the NYS guideline?

Thanks CVG. I don't believe this would be a soakage pit. The intended use would be for stormwater and the drywell would be empty inside with stone surrounding the exterior. Do you know of any design guidlines that relate to utilizing the whole wetted surface? When conducting a per test for a...

There does not seem to be a lot of guidance for the design of dry wells in New York State or in general. Two questions I have which I hope someone can give me some guidance for are; 1. It appears regulations require 2-3 feet of separation from the bottom of dry well to a water table or rock...

Signious, couldn't the water get between the existing concrete and vertical leg of the shelf angle thus into the anchor bolt. Would it be beneficial to seal the top of the vertical angle between the angle and existing concrete with say a water proof membrane?

Thank you Mike. I do like Simpsons software. Computing out long hand does take some time. Relating to design, would you consider wind forces for this application or is this not required due to the presence of dove tails restraining the stones against the concrete retaining wall?

Mike, what type and brand wedge anchor do you typically like to use or has a good performance history?

I am designing a shelf angle to support masonry stones. The angle will be attached to an existing concrete retaining wall. The angle will need to support a tension load of 4,500LBS and a shear load of 1800LBS. What type of bolt is the best to use for this application? When I mean type of...

It appears from my model that the lower cord has virtually no axial forces for the balanced snow load and dead load condition which I believe confirms what msquared48 stated about the lower cord being a beam to support the king post. Just to clarify there are two purlins to the left of the...

Johnbridge231, Thanks. We have Stadd here in our office. I may have to look into that program if this does not work out. Stadd has the following options to model and they are; SPACE PLANE FLOOR TRUSS I first tried utilizing the option for TRUSS, however I did not get any forces in the...

attached a sketch for your reference. Are you familiar with dowel type connections? If so were would be a good reference besides in the NDS. http://files.engineering.com/getfile.aspx?folder=47804c89-c828-4943-915b-d5e10babe83e&file=Truss.pdf...

I am currently working on a design for a wood king post truss. I have never designed a wood truss before. I know how to check the members for the allowable tension and compression forces in the wood members but how do you check the joints. What reference should I use to check the joints? The...

I just wanted some confirmation on how I am interpreting an interaction diagram for a circular spiral concrete column. I figured out my Rn (x axis) and Kn (y axis) for a certain loading criteria and when I went to plot them they where located inside the minimum 1% line. Now I’m assuming this...

Thanks geobdg for all the advise. Have you ever used fhwa program "driven" and if so how does it compare to grlweap?

The driving formula I used is the Modified En Formula checks the driving stresses for a pile with a max hammer blow per inch of penetration between 12-14, as being the limit. What type of procedure or program would you recommend when you conduct a wave analysis. Also what would you recommend...