I am analyzing a single pile using LPile V.5 using analysis Type 1- Computation of Pile Response Using Elastic Pile Stiffness (Basic Modeling). In trying to determine the maximum factored bending/shear forces along the pile length, are you supposed to enter in factored loads to determine these...
I am analyzing a single pile using LPile V.5 using analysis Type 1- Computation of Pile Response Using Elastic Pile Stiffness (Basic Modeling). In trying to determine the maximum factored bending/shear forces along the pile length, are you supposed to enter in factored loads to determine these...
I am evaluating loads submitted by another firm for a single span bridge in seismic zone 1 (or seismic zone A). I am a little confused by the minimum connection design forces in the specification. AASHTO LRFD Section 3.10.9.1 states that all single span bridges regardless of zone must be...
I am evaluating loads submitted by another firm for a single span bridge in seismic zone 1 (or seismic zone A). I am a little confused by the minimum connection design forces in the specification. AASHTO LRFD Section 3.10.9.1 states that all single span bridges regardless of zone must be...
I am detailing a large mass concrete earth retaining wall that is several hundred feet long. A reviewer advised to implement expansion joints approximately every 100 feet to allow for thermal growth/contraction of the concrete walls. Most expansion joint details I have seen appear to be...
I am looking to specify a concrete filled pipe pile and will likely need something around an 18" diameter with 0.5" thick walls. This seems to be beyond the standard pipe size (astm A53). Looking around online I found some fabricators who offer spiralwelded pipe in larger diameters with a...
TXStructural-I do not have a copy of 318-11 yet, I am using the method of combining the ESR Report essentially as an addendum to 318-08. If the latest edition has anything specifically addressing my question please share.
I submitted the original question to the HILTI site (via. ask an...
I am specifying the use of a post-installed adhesive anchor (HILTI HIT-RE 500-SD) and a fundamental question came to me I have a hard time answering. Why are adehesive anchors, which initially resolve the anchor forces through the bond along the bar, checked similarly to headed anchors where it...
Another item I forgot to mention was the strength reduction factor, Phi(c) used in the AREMA Manual is still 0.85 while ACI 318 has lowered this to 0.75.
I am designing a cast-in-place concrete box culvert underneath a rail line and about 40' of fill. I have been using the 2010 Arema Manual for a guide but I am having a hard time resolving the shear check. Because of the large fill I am getting a required slab thickness over 3'!
Normally I...
Most of the time I have designed pipe racks that supported cable trays, the live load on the trays were governed by the capacity of the tray itself. These trays are typically load rated based on depth/width of available cable space. It is up to the electrical engineers to size the trays on not...
If you have a square footing and equal moments about each axis you would assume the resultant moment was in the direction of the corner at 45 degrees correct? Now your resisting moment arm just increased by the same factor your resultant overturning moment did (sqrt 2)and your total factor of...
I have tried several examples and short of just finding the resultant overturning forces and resisting moment I am actually finding if I square all the fields above it is more accurate.
(1/FSlat)^2+(1/FSlong)^2=(1/FStot)^2
I am looking at a footing that has biaxial overturning. The footing is not symmetrical and I have found that the factor of safety about each direction to be adequate but of course if the moments occur simultaneously I do not want to double count the resisting moments due to gravity loads...
TXStructural- Are you saying ldh continues to develop after the bend? For the purposes of flexure in the toe/heel I understand the base mat bars being developed on each side of the critical section, what I am concerned about is exclusively the vertical length of bar as the stem bars tie into...
