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Fellers, I looked at 2 4" diameter basement columns in a new house and the screw portion which allows adjustability is at the bottom of the column on top of the basement concrete slab. My engineer friend thought that if the screw was in the bottom position then it must be cast within the slab...

fellers, we've misplaced our ACI 530, can someone post the few pages distinguishing from special reinforced shear walls to ordinary reinforced shear walls? thanks much

What criteria do I need to meet for this classification? The code calls for all masonry to be special inspected so I thought this is what I need. I am trying to get the R value for seismic above the 2 value for just ordinary reinforced masonry shear walls? thanks

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Fellers, I need to replace a 24"x20" section of a precast roof panel that was damaged above an elevator shaft. The panels span 8', are 24" wide with 3-1/2"x3-1/2" ribs at the edge of the panel and are 1.25" thick in the center. There is a small 4x4 mesh in the center of the 1.25" middle...

Fellers, in 1990 from ACI the load factors were 1.4 for DL and 1.7 for LL, am I correct that now these are 1.2 for DL and 1.6 for LL? please verify

Fellers, I have a 110 year old brick exterior agriculture building being remodeled into commercial space. We are removing a few interior timber columns and spanning a W18x55 steel beam on the exterior brick wall consisting of 3 wythes of brick. The brick is in good shape and is supporting the...

Fellers, I thought there was a free excel spreadsheet or software that would calculate all the wind loads per ASCE 7, can someone post the link for this? thanks

from the code it looks as if one meets the "thru-fastened" condition then the ss roofing does brace the top flange

Fellers, for a lapped Z roof purlin does the ss roofing brace the top flange? It is screwed into the purlin and the ss roofing is not considered as a diaphragm but i believe it does brace the top flange of the purlin?

Fellers, i am looking for a good program that would let me design tilt wall panels with openings as shearwalls and load-bearing. Up to 4 stories in height. What are the better programs for this? thanks

Fellers, hopefully a simple question. I have a 6" metal stud wall @ 16" oc with EIFS, what would be the weight of this system. I usually use about 10 psf but i'm thinking this is high.

Fellers, I am designing a 3'-3" thick machine foundation pad. The pad is large enough where the 92,000 pound milling machine comes to about 1200 psf overall. The loading is not great but am I to use rebar reinforcing at a minimum amount based just on the 3'-3" thickness? I am going to show...

Bent plates are more expensive than just angle, but isn't LW concrete more expensive than NW concrete? Also don't you use the perimeter angle as your transfer strut from the floor diaphragm to the vertical bracing or frames?

Fellers, When we design elevated slabs for an office bldg we always use a nominal thickness for the concrete slab such as 4", 4.5" or 5". I've seen other dwgs for floors like this where they use 5-1/4" total slab thickness. this requires the use of a bent plate on the perimeter which is much...

Fellers, looking of the shear strength of the screw itself, regardless of material thickness

Fellers, I'm a structural engineer and design simple retaining walls for soil. I need to design a 10' retaining wall for the storage of granular tri-aluminum hydrate. The density is 63 pcf, what equivalent fluid pressure should i design the wall for. This is similiar to storing salt for use...

The pad is somewhat elevated from the surrounding level for containment issues so we must support directly on concrete and a stone base on compacted soil.

Fellers, i am designing a concrete base/pad for a 1.5 million pound digester that is 24' in diameter. The tank is flat bottom bearing so it is about 3300 psf pressure. we will have 3500 psf soil allowable. What issues do i need to consider for designing the concrete pad since the pressure...

kslee, my thinking was not flawed (I see you are civil/environmental), i've done this numerous times. I'm just looking for a way that most people wouldn't come up with. I'm basically trying to keep the reinforcing with the web of the beam. i've looked at adding tube sections, channels...