I find no requirements that you have class A lap special frame column splices. Lap splices need to be designed as tension lap splices and must be confined with the special seismic hoops of section 21.6.4.2 and 21.6.4.3. lap is development length x 1.3, assuming Class B splice. (2) 40 bar diameters for f y 40 ksi and 48 diameters for f y 60 ksi IBC ’12-2107.2 (3) Min. lap for spliced bars, in., assumes f y 60 ksi, per ACI 318-11, Equation (12-1). Lap Splice Lengths (1) and Hooked Bar Embedments (inches) (1) Min. Lap splices are not permitted in joints, within 2h of the joint, or at locations where analysis indicated flexural yielding caused by inelastic lateral displacements of the frame will occur. Appendix B - Development and Lap Lengths. The only item regarding location of lap splices for special moment frames in ACI 318-11 is section 21.6.3.3 which requires lap splices occur only in the middle half of the member length. I just went through writing up a lecture for a review course regarding special moment frames. C157 to C162 1,280 40 b (substandard splice) 9, 000 0.2 C169 to C174 1,920 60 b (ACI Class B tension splice) 9, 000 0.2 Exterior and interior hoops with v 0.84 C175 to C180 No splices. RE: Rebar Splicing in columns in special moment frames I could loss a lot of money if He would demand to redo the work.thanks. The book was also based on ACI and it got me in a confusion that the statement above is in conflict the class B splice defined in the ACI code. Nelson) on states that "Splices should be located away from points of maximum tensile stress, Furthermore, not all of the bars should be spliced at the same location- that is, splices should be staggered". The inspector showed me book (Design of Reinforced concrete by Jack C. but why is it the inspector in the site won't allow me to splice all bars in one location. but is it stated in the ACI 318-11 commentary and in what section? I have been discussed in my previous thread that class B splices does not need to be staggered. i have been told that this would somehow prevent congestion. Can anybody please clear me out the purpose of only splicing half of the reinforcement in one section and the other half in other sections for columns. just some general knowledge (which I have discovered isn't so general!). So I wasn't fishing for "free engineering". The closer I can get to a "correct" design and call-out the least amount of time and effort it'll take the experts to change. My question here is for my own education, the work I've done is already out the door (where I used the 30x dia.s). And I'm sure you'll agree it's easier to change something that is existing rather then start something from scratch. I take my best shot at it, BUT I point out to my bosses that my work needs to be checked by someone that KNOWS WHAT THEY ARE DOING!!!.
25.5.1.3 For noncontact splices in flexural members, the transverse center-to-center spacing of spliced bars shall not exceed the lesser of one-fifth the required. material procurement, estimating, Xerox machine repair, AND civil and structural design. For contact lap splices, minimum clear spacing between the contact lap splice and adjacent splices or bars shall be in accordance with the requirements for individual bars in 25.2.1. I now work for a small engineering firm where I'm pressed to cover other bases. BUT I'm better then a "monkey see monkey do draftsman". Now I'm the first one to point out I am not expert in these other disciplines!. During that time I've had to "bump" up against other disciplines and got to get a "feel" for what they do and how. To explain, my discipline is process piping. < 2.0 Class B Class C Class C The minimum lap length for a tension splice shall be as required for Class A, B, or C splice, but not less than 1’-0: Class A Splice 1.0 x L d Class B Splice 1.3 x L d Class C Splice 1.7 x L d The following Lap Splice Selection Guidelines table is only a recommendation.
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