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  • Users: enigma2
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  1. enigma2

    Wind load on tank within a masonry enclosure

    I'm looking at a 8'-0" diameter, 8'-0" tall round tank surrounded by a 14'-0" x 14'-0" x 8'-6"H masonry enclosure. It is enclosed on 4 sides and the top is open. When designing slab and foundations, do I need to consider any wind loads on the tank, or do the walls provide enough buffer that...
  2. enigma2

    Masonry Elevator Shaft Added at Concrete Building Exterior

    I have a client who wants to add an elevator shaft to the exterior of an existing 8-story building. The existing building is concrete. The floors are flat plate with no edge beams. One side of the new elevator shaft will tie into the plate at each floor. The three exterior walls will be unbraced...
  3. enigma2

    Transferring Earth Loads thru Rigid Diaphragms at Exposed Basement

    I have a building roughly 300’ x 175’. It is built into a hill. There is a concrete foundation wall between the basement slab and the first floor. Between the first and second floor, the north and west walls are concrete and built into the hill. The south and east walls are mostly exposed (at...
  4. enigma2

    Side-Loaded Wood Members

    I need to support a side load off of (2) 2x12s nailed together with 3 rows of 10d nails at 12" o.c. How do I calculate the maximum point load to the outside face of the built-up member to know if it's adequate or if I need to have more nails added?
  5. enigma2

    Wide Opening in Existing CMU Wall

    I have a new structure abutting a non-loadbearing 12" CMU wall in an existing structure. The existing wall is 50'-0 wide and 24'-0 tall and the tenants want to put an opening that is 36'-0 wide and 18'-0 tall in the wall to allow pass thru from the existing structure to the new structure. I...
  6. enigma2

    Chord Forces in Flexible Roof Diaphragm with Large Round Opening

    I have a single story, flat roof structure with an irregular shape--close to an octagon, for the sake of the question. There is an interior courtyard space, open to the elements. The courtyard is round. As a result, the opening in the roof diaphragm is also round. The opening is about 25% of the...
  7. enigma2

    Knee-Braced Frames

    We have a low rise building with 16’-0” floor to floor heights. We had intended to utilize braced frames for the lateral force resisting system. However, in working with the owner, we could not agree on a location to obstruct tenant space. Going to moment frames is cost prohibitive. Since there...
  8. enigma2

    Foundations at Lightly Loaded Columns with Large Biaxial Moment

    I have an open structure with a fabric roof. The vertical supports are tube steel and they are to sit on a base plate anchored with epoxy anchors to a concrete slab. I have been charged with designing foundations for the 16 columns. It is a proprietary structure and the manufacturer has provided...
  9. enigma2

    WF collector to shear wall top track

    I have an interior steel stud shear wall (steel studs with gypsum sheathing) with a WF beam that runs over the top of the wall acting as a collector/drag strut to transfer the diaphragm load into the shear wall. What type of connection do I provide between the top track of the shear wall and the...
  10. enigma2

    Facade Retrofit: Alternative to Wall Tie?

    We have a project where we have been asked to come up with a solution to re-connect existing veneer to the structural back up of a 1928 structure. From what we can tell, the back up is a double wythe of clay tile and the veneer is a series of 4" thick solid concrete panels. The panels vary in...
  11. enigma2

    How Deep Is Too Deep For A Shallow Footing?

    I have a project with columns of a drive-thru canopy designed to be set on shallow, isolated footings. However, there is a 10'-0" high utility tunnel that runs directly beneath the canopy. The top of the tunnel is 15'-0" below grade. Even though the canopy columns are fairly lightly loaded (max...
  12. enigma2

    Precast Box Culvert in Influence of Footing

    I have designed a building with shallow footings. It is in the middle of the campus and the owner has hired another firm to design an underground utility box culvert tunnel. For the most part this is not an issue. However, at one location, the tunnel gets to be within 6 feet of the outside face...
  13. enigma2

    Lateral Bracing for Crane Bays

    In an industrial building, I have three building columns with brackets attached to each flange to support crane beams for lightly loaded 5-ton cranes running parallel each side of the column. The longitudinal loads are small, about 2 kips, but regardless, I need to provide bracing between the...
  14. enigma2

    Isolated Footing at Crane Column

    I'm working on an industrial building that has a series of cranes. In one of the crane bays, I have a tube column supporting the runway beam for the top running cranes. At a distance of 16" center to center of this tube column, I have a W14 building column supporting the roof. The columns are...
  15. enigma2

    Eccentrically Loaded Brick Ledge with Wood Stud Backup

    I'm having a bit of a mental block on this on; hopefully someone can help me out... I have brick veneer on a wood stud wall backup. At the window heads, door heads, etc. I have a steel angle as a brick ledge. In the typical case, the architect wants an air space between the stud and the brick...
  16. enigma2

    Snow Drift when High Roof has Long Cantilever

    I’m designing a structure with adjacent high and low roofs. Both roofs are flat. The high roof has a soffit that cantilevers about 5’-0 beyond the wall plane at the high-low interface. Figure 7-8 in ASCE 7 shows the peak of the surcharge load against the wall for leeward drifts onto lower roofs...
  17. enigma2

    Concrete Shear Wall with Steel Moment Frame on Top

    I am working on a 26’-0 high, single story, religious facility where the main (gravity) load-bearing construction is heavy timber, with glulam columns and beams with a flexible metal roof deck. The shell of the building consists of storefront glazing spanning between site cast or precast panels...
  18. enigma2

    Vibration Conversion

    I've seen similar topics come up in this forum before, but I'm still confused. I'm a structural engineer, looking at vibration of a floor that will support a vibration sensitive MRI unit. The supplier has specified a maximum allowable vibrational acceleration of -85dB g. For my design...
  19. enigma2

    Static Load Testing of Wood Structures

    Is anyone familiar with a method for static load testing on a wood structure? I know this is usually only a typical method for concrete structures since wood and steel members can be field measured and analyzed, but the structure I am considering has some deterioration and the owner has...
  20. enigma2

    Use of neoprene gasket to minimize thermal transfer

    I have a situation where the architect has designed a trellis at a roof terrace that is offset from the main column line of the structure. As a result, it is necessary to affix a tube column to the flange of the main building column to carry the trellis. The architect is concerned about thermal...

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