Hi I'm new to the forum and in the middle of studying for the 16 hour structural exam. I just completed the sample exam provided by NCEES and had questions about several of their solutions that I wanted to see what others of you got. See below (sorry for the lengthy post!). I wrote an email to NCEES which are why my questions are pointed to them. Didn't feel like retyping on my tablet...
Prob 132 -- Please verify solution. Equations used do not match ACI 530 (2-3) or (2-5). Solution also neglects to check ACI equation (2-4).
Prob 133 -- Please verify solution. Problem neglects eccentricity that was arise given loading configuration. Similar configuration is used in Problem 135 and this eccentricity was not ignored. Please also confirm why vertical reinforcing was included as part of compression capacity. Per ACI 530 2.3.2.2.1 compression steel shall not be used unless it has lateral ties meeting requirements of ACI 530 1.14.1.3.
Prob 601 - Please confirm validity of combining Allowable Stress Provisions of Masonry with ACI 318. 12.5.3. I believe stress in reinforcing should be calculated on a strength basis to be compatible with ACI 318 reduction equation.
Prob 602- Please confirm why slip critical bolts were not used. Per Specification for Structural Joints Using ASTM A325 or A490 bolts Section 4.3.(4) slip critical bolts shall be used when slip would be detrimental to the structure. In my opinion a moment frame constructed using a bolted connection would qualify. Please confirm why Panel Zone checks were not completed.
Prob 603 - A) Please confirm why column tie steel was not provided through beam joint. Per ACI 318 section 7.10.5.4 lateral ties are required to extend to within a half of a tie spacing of the slab steel. Provisions of 7.10.5.5 do not apply as beams only frame into two sides of the column. B) Please confirm why all of the positive steel was extended into the joint. Per ACI 318 12.11.1 only 1/4 of required positive moment is required to extent into the joint. This positive reinforcing also does not need to be lapped as shown in the sketch as only a 6" embedment is required. (Assuming the steel is not needed through the joint for adequate development)
Prob 604 - A) Please confirm why compression side of glulam is shown to be in tension in bending checks. Per moment diagram provided compression side of glulam should not be in tension. Also please confirm why even though the problem statement said to check for bending no attempt was made to check it as a Beam-Column (Obviously controlling state). Bending moment is reduced by removal of middle purlin and therefore would be ok by inspection. B) Please confirm validity of bolted connection shown in Figure 604E. It appears that lower bolts do not meet minimum requirements for the Geometry factor and therefore should not be included in calculations.
Prob 112 - Please confirm solution. It appears solution is calculating maximum reaction at column/brace intersection and not axial force in column.
Prob 802 - Please confirm why torsional irregularity was not checked in solution. It appears as though it is warranted and could be checked given relative rigidities.
Prob 804 - It appears the 0.6 factor was used twice in the solution to part B.
Prob 132 -- Please verify solution. Equations used do not match ACI 530 (2-3) or (2-5). Solution also neglects to check ACI equation (2-4).
Prob 133 -- Please verify solution. Problem neglects eccentricity that was arise given loading configuration. Similar configuration is used in Problem 135 and this eccentricity was not ignored. Please also confirm why vertical reinforcing was included as part of compression capacity. Per ACI 530 2.3.2.2.1 compression steel shall not be used unless it has lateral ties meeting requirements of ACI 530 1.14.1.3.
Prob 601 - Please confirm validity of combining Allowable Stress Provisions of Masonry with ACI 318. 12.5.3. I believe stress in reinforcing should be calculated on a strength basis to be compatible with ACI 318 reduction equation.
Prob 602- Please confirm why slip critical bolts were not used. Per Specification for Structural Joints Using ASTM A325 or A490 bolts Section 4.3.(4) slip critical bolts shall be used when slip would be detrimental to the structure. In my opinion a moment frame constructed using a bolted connection would qualify. Please confirm why Panel Zone checks were not completed.
Prob 603 - A) Please confirm why column tie steel was not provided through beam joint. Per ACI 318 section 7.10.5.4 lateral ties are required to extend to within a half of a tie spacing of the slab steel. Provisions of 7.10.5.5 do not apply as beams only frame into two sides of the column. B) Please confirm why all of the positive steel was extended into the joint. Per ACI 318 12.11.1 only 1/4 of required positive moment is required to extent into the joint. This positive reinforcing also does not need to be lapped as shown in the sketch as only a 6" embedment is required. (Assuming the steel is not needed through the joint for adequate development)
Prob 604 - A) Please confirm why compression side of glulam is shown to be in tension in bending checks. Per moment diagram provided compression side of glulam should not be in tension. Also please confirm why even though the problem statement said to check for bending no attempt was made to check it as a Beam-Column (Obviously controlling state). Bending moment is reduced by removal of middle purlin and therefore would be ok by inspection. B) Please confirm validity of bolted connection shown in Figure 604E. It appears that lower bolts do not meet minimum requirements for the Geometry factor and therefore should not be included in calculations.
Prob 112 - Please confirm solution. It appears solution is calculating maximum reaction at column/brace intersection and not axial force in column.
Prob 802 - Please confirm why torsional irregularity was not checked in solution. It appears as though it is warranted and could be checked given relative rigidities.
Prob 804 - It appears the 0.6 factor was used twice in the solution to part B.