I have a project that has a depressed area on elevated composite structural steel framing. We kept the same slab depth throughout and depressed the steel in the bay with the depressed slab. While the shear stud installer was going through the project, he switched out longer studs on the fly in...
I have a condition on a project where a galvanized channel was fabricated too short. They need to put a little stub on the end to close a gap and the piece is non-structal. The outside of the channel is exposed to weather, but the inside is grouted into a wall.
The steel contractor is...
I need to review existing roof framing for a new roof mounted generator. I have all the manufactuer's information for the weight of the generator including the enclosure. The genenerator is for emergency use only and will have isolators to help with noise and vibration and will be mounted on a...
I am doing a condition assessment report for a commercial building built in the mid 80's. It has a partial basement with CMU block. The wall is constructed with bed joints, but no vertical mortar joints.
There is no cracking in the wall, but some minor gaps in the joints, but it looks like...
I am designing a new parapet on an existing structure. We are building the parapet up on an existing wall and providing a sloped roof behind it to support the top of the parapet since we can't develop fixity at the base. The parapet is 4 feet high and I am sloping the roof behind at 1 to 1...
We have a small two story structure that the steel frame is out of plumb and a total of 7 columns exceed the erection tolerances of l/500 in the AISC Code of Standard Practice. The misalignment was noticed by the gage metal contractor while installing the curtain wall. They kept installing the...
In Section 12.15.1 in the notes under the splice requirements of 1.3(ld) for Class B splices it states, "where ld is calculated in accordance with 12.2 to develop fy without the modification factor of 12.2.5". The modification factor in 12.2.5 is the As provided/ As req'd reduction. Linear...
I am designing an exterior temporary construction wall (38'6" tall). The wall may be in place for quite some time (6-12 months) so I was designing using components and cladding wind loads from ASCE 7-05. My office does not have a copy of the ASCE 37-02 "Design Loads on Structures During...
I am a structural engineer in the lovely state of New Jersey and occasionally my firm deals with residential projects. My question is limited to unreinforced CMU basement walls and the wall thicknesses provided in this chart.
If I calculate the soil pressure on the wall based on Rankine...
A project I am currently working on has an area where dump trucks back into the building and dumps aggregate into a bin and hopper system. The entire system is elevated and I need to design the support beams for the truck. I am familiar with AASHTO Criteria and impact loading, but this is all...
I am in the process of designing a tall and slender structure with cross braced frames up high and chevron braces down low with the bottom of the Chevron braces about 15 ft above finished floor. Without getting into all the details, I had deflection concerns so I decided to fix the base of the...
I have applied for the PE Exam to be held in April. I have noticed that my everday calculator, Texas Instruments TI-85, is on the list of banned calculators due to its text editing and networking capabilities. The problem for me is that I have become so attached to using this calculator. I...
I am in the process of gathering information for the design of a mortarless rock gravity wall. I was wondering if anyone has a defined procedure for this type of wall design. I do have the required geotech information and have designed various types of retaining walls in the past (cantilever...
I recently performed a site visit on a project and found 16" deep, 4'-0" wide double tees for a roof structure. I contacted PCI and they informed me that they do not have any load tables for older 16" double tees. I found load tables for both the 14" deep, 4'-0" wide...
I am trying to find out information about corrosion rates and concerns with dissimilar metals. The project in question is a set of bleachers with the original structure consisting of A588 Weathering Steel. Over the years, there have been many modifications to the bleachers including aluminum...
I have to check a bulkhead for the impact of debris based upon section 5.3.3.5 in ASCE 7 - 98 edition and a 1 kip object. I specifically have a question regarding the last statement of that section. It states, "It shall be assumed that the velocity of the object is reduced to 0 in 1...
I know that ACI 318 states in section 7.7.1 clear cover for "concrete cast against and permanently exposed to earth" clear cover is 3 inches. Are there any specific requirements or recommendations for a slab and grade beam system that will be cast against the earth, but the soil...
I am designing a cylindrical water tank with a concrete ring beam. I am attempting to conform to the standards of API and would like to incorporate the subgrade preparation requirements in my specifications. I have portions of the API 650 that reference Section 5.5.6, which I do not have. This...
