Thanks SlideRuleEra. The information will be appreciated. The gambrel roofs are interesting structures. I'll bet most of them were designed by the seat of someone's pants.
Bracing the top chord of a steel joist with metal deck is one thing but bracing the top chord of a major truss with just metal deck is another thing. The size of the top chord of a major truss would typically not require continuous lateral suport . I think you have to look at the overall...
Would one be able to take composite action from the wood sheathing to increase the moment of inertia? Nailing of the sheathing to the stud would need to be a consideration.
A fellow engineer is looking for information on a steel joist called perma-joist(on the drawings). The date of the building is the 1950's and they are used in the roof structure of a school building. I am assuming that this may be just a manufacture's name for a steel joist. Does any one have...
It just makes sense that the roof structure is part of the the main wind force-resisting system and should be designed as such. It resists uplift, resists lateral load from the walls and serves as a diaphram for the structure. The ASCE-7 Standard seems to be very conservative in there analysis...
The Guide to the Use of the Wind Provisions of ASCE 7-02 indicates (in FAQ) that flat roof trusses should be designed as C&C. If these trusses(or joists) bear on masonry walls or beams, can the walls and beams and anchorages be designed for the MWFRS loads? The FAQ on gable trussses would seem...
Should the depth of pile caps be below frost? I seem to remember that being the case but I can find no codes, standards or guides stating that to be the case.
The 2004 CMAA 74 has some formulas for calculating lower flange bending stresses in monrail beams. Are these formulas correct? A previous Eng-Tip (2/6/03) indicated that there may be errors in the formulas. CMAA 74 does not give any theory behind the formulas. I have a old ACCO Chain and Lifting...
I did find some pvc stress values on manufacturer's websites. The ASTM 1784? could also consulted. The tensile strength (yield strength)is about 6600 -7450 psi range. Using the formulas discussed in the other posts, the shear stress can be calculated.
I am not familiar with Ryerson's. Do you have any additional information on the name/website? I have seen some tensile strength values but I am not sure if this equates to yield strength.
I did subsequently find in the Specification for the Design of Steel Hollow Structural Sections that the shear stress is 2V/A (V/(pi)Rt). Thanks for input. I am still looking for shear values for PVC maerial.
How is shear calculated on a circular pipe (column or beam)? I have one reference(Design Manual for Structural Tubing -1974) that says to use half the gross section - I am assuming gross area. This is shear across the member,not torsional shear. Why use half the gross section? Is there a shear...
