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  • Users: ChipB
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  1. ChipB

    Omnia Precast Slab Load Tables

    In my 30+ years of practicing structural engineering, I have not come across one of these precast slabs until now. The one I am looking at, was constructed in 1988, and I can't find any information on allowable loads. Does anyone out there have any information on these, other than the current...
  2. ChipB

    Segmental retaining wall remediation

    I have an upcoming project where the face of the CMU in a segmental retaining wall has degraded. In one section, you can see the interlocking pin for the CMU and the gravel is slightly coming through. I suspect the freeze\thaw cycles as the main culprit in the degradation of the materials. The...
  3. ChipB

    Crane Rails

    O.K. This is a little bit embarrassing...…. In my 25 years of structural engineering, I have never had to call out a crane rail on a drawing. Do I just say ASCE 70 CRANE RAIL? Or is there a standard for calling them out? Thanks in advance.
  4. ChipB

    ASCE 41-13: Seismic Evaluation and Retrofit of Existing Buildings

    Hey all: I've been away from the threads for a while. Sorry... I'm evaluating a building using this standard. In Chapter 7 of ASCE 41-13, it defines the Gravity Loads, Qg as 1.1(Dl+0.25LL+SL). It does get a little bit further in defining what to use for torsional effects, etc, however, it...
  5. ChipB

    Torque conversion to Bolt Tension

    OK, so a while back, I wrote a formula in my Green Bible er, I mean book, that I had come across. Unfortunately, what I didn't do was write down the resource. Most people would say it's bogus, b/c there are so many variables involved, but when the contractor is looking for a number for...
  6. ChipB

    Collector or SLRS?

    See the attached sketch. The middle bay members are obviously to be designed using the 2.0 overstrength of collectors. My question is concerning the braced bays. There are varying opinions around the office that the struts are part of the SLRS and not collectors. Therefore they are not to be...
  7. ChipB

    Existing Pile Cap Retro-fit

    We are doing an expansion at a power plant. I have a 3x2 pile cap which is 3' thick w/ #8@12 E.W.: X X X |-| X X X which is apparently not good under the new loading conditions. (FWIW, it is not sufficient under the original loading either.) I didn't have access to the...
  8. ChipB

    Deteriorated block walls

    Ugh! This one is ugly. Some condominiums I looked at last week had masonry parapet walls. I was told these blocks were "cinder" blocks and not concrete. It appears moisture has reeked havoc on these walls. Huge sections have spalled, and the area around these sections was crumbly. There are...
  9. ChipB

    CMU Foundation Wall

    Based on 2000 IRC, the masonry stem wall doesn't appear to require any vertical reinforcing (In seismic areas A,B, & C)by code. Is this correct? If so, the anchor bolts don't have a continuous load path down to the footing. I ask as I am investigating a foundation failure, and, the homeowner...
  10. ChipB

    Engineering ethics question

    I went to a house a contractor was building. The garage area had about 5 feet of backfill with gravel present. This is where he was going to pour his slab. The wall cracked while he was tamping it with his track hoe sitting in the middle of it (imagine that). The wall was constructed out of...
  11. ChipB

    Wood Dowels

    Anyone know where to find information on the amount of force that may be transfered through wood dowels given the species, diameter, embedment into main member, thickness of side member? I can't seem to find it in any of my books. Thanks in advance, Chip B
  12. ChipB

    AWS D1.4

    I've got #8 bars for a retaining wall, but, the dowels used 48" lap splice I called for on the plans are only sticking out of the footing 38" to 40". I can mechanically lap them at $50 a piece, or, I can weld per the above AWS specification. I don't have this code, but, I'm willing to bet it's...
  13. ChipB

    Masonry Foundation Wall

    I have a high foundation wall (27'). I have a basement floor framed in so that it's unbraced for approx 17'. I don't remember my reinforcing because I did this a while back. I called out for truss-type joint reinforcing at every other coursing, and spec'ed for ACI 530.1 and ASCE 6 for...
  14. ChipB

    Masonry Retaining Wall - Reinforcing ?

    I am designing a 12' high ret. wall. The block's f'm=2000 psi. It's 12" retaining wall block which is the type with grooves cut into it for horizontal reinf. My reinf. steel's Fy=60ksi. I called out for #8s @ 8" for vert. reinf. 3" from the soil side. The contractor wants to use a lesser...
  15. ChipB

    Palisades Retaining Wall Design

    Anyone know of any information on the design and specification of this type of retaining wall? I did a goolge search and got nada
  16. ChipB

    Cracks in new CMU basement wall

    Anyone have any suggestions on what would cause numerous vertical (9) cracks in a 10' poured solid 12" CMU wall. I originally was thinking shrinkage, but they are spaced too close together in my opinion for it to be that. Some of the cracks (2) do increase in size as they go up the wall...
  17. ChipB

    Fire Truck Load

    I've always used the the worst moment and shear possible listed in the Civil Design book by Seelye (great book if you don't have it!)for my span when designing residential bridges. i.e. Span=24';M=144 k*ft (H15); M=144.5 k*ft (HS15); M=192 k*ft (H20); M=192.7 k*ft (HS20); ->use 192.7 for...
  18. ChipB

    Sill Plate Anchor Bolts

    I am designing a cmu basement wall that has a retained soil height of 11'-4" (12'-0" overall). It is restrained at the top by the first floor framing, and at the basement by a concrete slab. Ok here is the problem, the sill plate (southern yellow pine) at the top of the wall needs to...
  19. ChipB

    Sill Plate Anchor Bolts

    I am designing a cmu basement wall that has a retained soil height of 11'-4" (12'-0" overall). It is restrained at the top by the first floor framing, and at the basement by a concrete slab. Ok here is the problem, the sill plate (southern yellow pine) at the top of the wall needs to...
  20. ChipB

    Beam-Column Design

    I'm analyzing an existing roof of a warehouse. I have a beam that is supporting two bar joists. There is NO kicker from the bar joist bracing the bottom flange against twist, however, it appears that they considered the bar joist as bracing in the weak direction. Is this standard? The axial...

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