ACI318 Concrete SMF, ductile response. Meets the requirements of ACI318 SMF. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Non-conforming SMF, joint shear damage, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Column Pu < 0.6f’cAg, (3) Column flexural response with HIGH ductility, (4) Beam compliant transverse reinforcing with low beam V/bwd(f’c)^0.5, (5) Joints with compliant transverse reinforcing details with spacing < d(column)/2 and Joint V/Vn < 1.2. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.011b | MF with SMF-conforming beam and column flexural and confinement reinforcement but weak joints , Conc Col & Bm = 24" x 24", Beam both sides
Non-conforming SMF, joint shear damage, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Column Pu < 0.6f’cAg, (3) Column flexural response with HIGH ductility, (4) Beam compliant transverse reinforcing with low beam V/bwd(f’c)^0.5, (5) Joints with compliant transverse reinforcing details with spacing < d(column)/2 and Joint V/Vn < 1.2. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.012a | MF with SMF-conforming beam and column flexural and confinement reinforcement but weak joints , Conc Col & Bm = 24" x 36", Beam one side
Non-conforming SMF, joint shear damage, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Column Pu < 0.6f’cAg, (3) Column flexural response with HIGH ductility, (4) Beam compliant transverse reinforcing with low beam V/bwd(f’c)^0.5, (5) Joints with compliant transverse reinforcing details with spacing < d(column)/2 and Joint V/Vn < 1.2. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.012b | MF with SMF-conforming beam and column flexural and confinement reinforcement but weak joints , Conc Col & Bm = 24" x 36", Beam both sides
Non-conforming SMF, joint shear damage, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Column Pu < 0.6f’cAg, (3) Column flexural response with HIGH ductility, (4) Beam compliant transverse reinforcing with low beam V/bwd(f’c)^0.5, (5) Joints with compliant transverse reinforcing details with spacing < d(column)/2 and Joint V/Vn < 1.2. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.013a | MF with SMF-conforming beam and column flexural and confinement reinforcement but weak joints , Conc Col & Bm = 36" x 36", Beam one side
Non-conforming SMF, joint shear damage, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Column Pu < 0.6f’cAg, (3) Column flexural response with HIGH ductility, (4) Beam compliant transverse reinforcing with low beam V/bwd(f’c)^0.5, (5) Joints with compliant transverse reinforcing details with spacing < d(column)/2 and Joint V/Vn < 1.2. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.013b | MF with SMF-conforming beam and column flexural and confinement reinforcement but weak joints , Conc Col & Bm = 36" x 36", Beam both sides
Non-conforming SMF, joint shear damage, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Column Pu < 0.6f’cAg, (3) Column flexural response with HIGH ductility, (4) Beam compliant transverse reinforcing with low beam V/bwd(f’c)^0.5, (5) Joints with compliant transverse reinforcing details with spacing < d(column)/2 and Joint V/Vn < 1.2. Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.021a | ACI 318 IMF, Conc Col & Bm = 24" x 24", Beam one side
ACI318 IMF, joint shear damage or failure, beam or column flexure-shear response. Meets the following requirements: (1) Column Pu < 0.3Agf’c Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.021b | ACI 318 IMF, Conc Col & Bm = 24" x 24", Beam both sides
ACI318 IMF, joint shear damage or failure, beam or column flexure-shear response. Meets the following requirements: (1) Column Pu < 0.3Agf’c Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.022a | ACI 318 IMF, Conc Col & Bm = 24" x 36", Beam one side
ACI318 IMF, joint shear damage or failure, beam or column flexure-shear response. Meets the following requirements: (1) Column Pu < 0.3Agf’c Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.022b | ACI 318 IMF, Conc Col & Bm = 24" x 36", Beam both sides
ACI318 IMF, joint shear damage or failure, beam or column flexure-shear response. Meets the following requirements: (1) Column Pu < 0.3Agf’c Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.023a | ACI 318 IMF, Conc Col & Bm = 36" x 36", Beam one side
ACI318 IMF, joint shear damage or failure, beam or column flexure-shear response. Meets the following requirements: (1) Column Pu < 0.3Agf’c Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.023b | ACI 318 IMF, Conc Col & Bm = 36" x 36", Beam both sides
ACI318 IMF, joint shear damage or failure, beam or column flexure-shear response. Meets the following requirements: (1) Column Pu < 0.3Agf’c Costing is on a per joint basis.
Notes: Note: DS4 is a copy of DS2 to create a mutually exclusive compliment to DS3.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.031a | ACI 318 OMF with weak joints and beam flexural response, Conc Col & Bm = 24" x 24", Beam one side
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.031b | ACI 318 OMF with weak joints and beam flexural response, Conc Col & Bm = 24" x 24", Beam both sides
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.032a | ACI 318 OMF with weak joints and beam flexural response, Conc Col & Bm = 24" x 36", Beam one side
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.032b | ACI 318 OMF with weak joints and beam flexural response, Conc Col & Bm = 24" x 36", Beam both sides
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.033a | ACI 318 OMF with weak joints and beam flexural response, Conc Col & Bm = 36" x 36", Beam one side
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.033b | ACI 318 OMF with weak joints and beam flexural response, Conc Col & Bm = 36" x 36", Beam both sides
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.041a | ACI 318 OMF with weak joints and column flexural response, Conc Col & Bm = 24" x 24", Beam one side
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.041b | ACI 318 OMF with weak joints and column flexural response, Conc Col & Bm = 24" x 24", Beam both sides
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.042a | ACI 318 OMF with weak joints and column flexural response, Conc Col & Bm = 24" x 36", Beam one side
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.042b | ACI 318 OMF with weak joints and column flexural response, Conc Col & Bm = 24" x 36", Beam both sides
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.043a | ACI 318 OMF with weak joints and column flexural response, Conc Col & Bm = 36" x 36", Beam one side
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.043b | ACI 318 OMF with weak joints and column flexural response, Conc Col & Bm = 36" x 36", Beam both sides
ACI318 OMF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) Beam Vn > Veq, (3) Column Vn > Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.051a | ACI 318 OMF with weak beams and weak joints, beam flexural or shear response, Conc Col & Bm = 24" x 24", Beam one side
ACI318 OMF, beam flexure-shear or shear failure, beam flexural response. Meets the following requirements: (1) Beam Vn < Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.051b | ACI 318 OMF with weak beams and weak joints, beam flexural or shear response, Conc Col & Bm = 24" x 24", Beam both sides
ACI318 OMF, beam flexure-shear or shear failure, beam flexural response. Meets the following requirements: (1) Beam Vn < Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.052a | ACI 318 OMF with weak beams and weak joints, beam flexural or shear response, Conc Col & Bm = 24" x 36", Beam one side
ACI318 OMF, beam flexure-shear or shear failure, beam flexural response. Meets the following requirements: (1) Beam Vn < Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.052b | ACI 318 OMF with weak beams and weak joints, beam flexural or shear response, Conc Col & Bm = 24" x 36", Beam both sides
ACI318 OMF, beam flexure-shear or shear failure, beam flexural response. Meets the following requirements: (1) Beam Vn < Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.053a | ACI 318 OMF with weak beams and weak joints, beam flexural or shear response, Conc Col & Bm = 36" x 36", Beam one side
ACI318 OMF, beam flexure-shear or shear failure, beam flexural response. Meets the following requirements: (1) Beam Vn < Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.053b | ACI 318 OMF with weak beams and weak joints, beam flexural or shear response, Conc Col & Bm = 36" x 36", Beam both sides
ACI318 OMF, beam flexure-shear or shear failure, beam flexural response. Meets the following requirements: (1) Beam Vn < Veq. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.061a | ACI 318 OMF with weak columns, Conc Col & Bm = 24" x 24", Beam one side
ACI318 OMF, column shear or flexural-shear failure, column flexural response. Meets the following requirements: (1) Column Pu < 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.061b | ACI 318 OMF with weak columns, Conc Col & Bm = 24" x 24", Beam both sides
ACI318 OMF, column shear or flexural-shear failure, column flexural response. Meets the following requirements: (1) Column Pu < 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.062a | ACI 318 OMF with weak columns, Conc Col & Bm = 24" x 36", Beam one side
ACI318 OMF, column shear or flexural-shear failure, column flexural response. Meets the following requirements: (1) Column Pu < 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.062b | ACI 318 OMF with weak columns, Conc Col & Bm = 24" x 36", Beam both sides
ACI318 OMF, column shear or flexural-shear failure, column flexural response. Meets the following requirements: (1) Column Pu < 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.063a | ACI 318 OMF with weak columns, Conc Col & Bm = 36" x 36", Beam one side
ACI318 OMF, column shear or flexural-shear failure, column flexural response. Meets the following requirements: (1) Column Pu < 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.063b | ACI 318 OMF with weak columns, Conc Col & Bm = 36" x 36", Beam both sides
ACI318 OMF, column shear or flexural-shear failure, column flexural response. Meets the following requirements: (1) Column Pu < 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.071a | ACI 318 OMF weak columns w/ high axial load, Conc Col & Bm = 24" x 24", Beam one side
ACI318 OMF, column flexure, flexural-shear, or shear failure at high axial load. Column flexural-shear response. Meets the following requirements: (1) Column Pu > 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Notes: This fragility has been changed to match B1041.121. ASCE6 is closest to column high axial OMF.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.071b | ACI 318 OMF weak columns w/ high axial load, Conc Col & Bm = 24" x 24", Beam both sides
ACI318 OMF, column flexure, flexural-shear, or shear failure at high axial load. Column flexural-shear response. Meets the following requirements: (1) Column Pu > 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Notes: This fragility has been changed to match B1041.121. ASCE6 is closest to column high axial OMF.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.072a | ACI 318 OMF weak columns w/ high axial load, Conc Col & Bm = 24" x 36", Beam one side
ACI318 OMF, column flexure, flexural-shear, or shear failure at high axial load. Column flexural-shear response. Meets the following requirements: (1) Column Pu > 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Notes: This fragility has been changed to match B1041.121. ASCE6 is closest to column high axial OMF.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.072b | ACI 318 OMF weak columns w/ high axial load, Conc Col & Bm = 24" x 36", Beam both sides
ACI318 OMF, column flexure, flexural-shear, or shear failure at high axial load. Column flexural-shear response. Meets the following requirements: (1) Column Pu > 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Notes: This fragility has been changed to match B1041.121. ASCE6 is closest to column high axial OMF.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.073a | ACI 318 OMF weak columns w/ high axial load, Conc Col & Bm = 36" x 36", Beam one side
ACI318 OMF, column flexure, flexural-shear, or shear failure at high axial load. Column flexural-shear response. Meets the following requirements: (1) Column Pu > 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Notes: This fragility has been changed to match B1041.121. ASCE6 is closest to column high axial OMF.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.073b | ACI 318 OMF weak columns w/ high axial load, Conc Col & Bm = 36" x 36", Beam both sides
ACI318 OMF, column flexure, flexural-shear, or shear failure at high axial load. Column flexural-shear response. Meets the following requirements: (1) Column Pu > 0.6Agf’c, (2) Column Vn < Veq Costing is on a per joint basis.
Notes: This fragility has been changed to match B1041.121. ASCE6 is closest to column high axial OMF.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.081a | Non-conforming MF with weak joints and beam flexural response, Conc Col & Bm = 24" x 24", Beam one side
Non-Conforming MF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) ASCE41 non-compliant joint transverse reinforcing and or joint V/Vn > 1.2, (3) IGH beam ductility per ASCE41-06 Table 6-7i, (4) Compliant beam transverse reinforcing with LOW beam V / bwd(f’c)^0.5. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.081b | Non-conforming MF with weak joints and beam flexural response, Conc Col & Bm = 24" x 24", Beam both sides
Non-Conforming MF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) ASCE41 non-compliant joint transverse reinforcing and or joint V/Vn > 1.2, (3) IGH beam ductility per ASCE41-06 Table 6-7i, (4) Compliant beam transverse reinforcing with LOW beam V / bwd(f’c)^0.5. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.082a | Non-conforming MF with weak joints and beam flexural response, Conc Col & Bm = 24" x 36", Beam one side
Non-Conforming MF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) ASCE41 non-compliant joint transverse reinforcing and or joint V/Vn > 1.2, (3) IGH beam ductility per ASCE41-06 Table 6-7i, (4) Compliant beam transverse reinforcing with LOW beam V / bwd(f’c)^0.5. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.082b | Non-conforming MF with weak joints and beam flexural response, Conc Col & Bm = 24" x 36", Beam both sides
Non-Conforming MF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) ASCE41 non-compliant joint transverse reinforcing and or joint V/Vn > 1.2, (3) IGH beam ductility per ASCE41-06 Table 6-7i, (4) Compliant beam transverse reinforcing with LOW beam V / bwd(f’c)^0.5. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.083a | Non-conforming MF with weak joints and beam flexural response, Conc Col & Bm = 36" x 36", Beam one side
Non-Conforming MF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) ASCE41 non-compliant joint transverse reinforcing and or joint V/Vn > 1.2, (3) IGH beam ductility per ASCE41-06 Table 6-7i, (4) Compliant beam transverse reinforcing with LOW beam V / bwd(f’c)^0.5. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.083b | Non-conforming MF with weak joints and beam flexural response, Conc Col & Bm = 36" x 36", Beam both sides
Non-Conforming MF, joint shear failure, beam flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam > 1.2, (2) ASCE41 non-compliant joint transverse reinforcing and or joint V/Vn > 1.2, (3) IGH beam ductility per ASCE41-06 Table 6-7i, (4) Compliant beam transverse reinforcing with LOW beam V / bwd(f’c)^0.5. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.091a | Non-conforming MF with weak joints and column flexural response, Conc Col & Bm = 24" x 24", Beam one side
Non-Conforming MF, joint shear failure, column flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam < 0.8, (2) […TBD…], (3) Non-compliant column transverse reinforcement and or joint V/Vn > 1.2 Costing is on a per joint basis.
Notes: This fragility is same as B1041.061. Closest match available.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.091b | Non-conforming MF with weak joints and column flexural response, Conc Col & Bm = 24" x 24", Beam both sides
Non-Conforming MF, joint shear failure, column flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam < 0.8, (2) […TBD…], (3) Non-compliant column transverse reinforcement and or joint V/Vn > 1.2 Costing is on a per joint basis.
Notes: This fragility is same as B1041.061. Closest match available.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.092a | Non-conforming MF with weak joints and column flexural response, Conc Col & Bm = 24" x 36", Beam one side
Non-Conforming MF, joint shear failure, column flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam < 0.8, (2) […TBD…], (3) Non-compliant column transverse reinforcement and or joint V/Vn > 1.2 Costing is on a per joint basis.
Notes: This fragility is same as B1041.061. Closest match available.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.092b | Non-conforming MF with weak joints and column flexural response, Conc Col & Bm = 24" x 36", Beam both sides
Non-Conforming MF, joint shear failure, column flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam < 0.8, (2) […TBD…], (3) Non-compliant column transverse reinforcement and or joint V/Vn > 1.2 Costing is on a per joint basis.
Notes: This fragility is same as B1041.061. Closest match available.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.093a | Non-conforming MF with weak joints and column flexural response, Conc Col & Bm = 36" x 36", Beam one side
Non-Conforming MF, joint shear failure, column flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam < 0.8, (2) […TBD…], (3) Non-compliant column transverse reinforcement and or joint V/Vn > 1.2 Costing is on a per joint basis.
Notes: This fragility is same as B1041.061. Closest match available.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.093b | Non-conforming MF with weak joints and column flexural response, Conc Col & Bm = 36" x 36", Beam both sides
Non-Conforming MF, joint shear failure, column flexural response. Meets the following requirements: (1) Sum Mcol / Sum Mbeam < 0.8, (2) […TBD…], (3) Non-compliant column transverse reinforcement and or joint V/Vn > 1.2 Costing is on a per joint basis.
Notes: This fragility is same as B1041.061. Closest match available.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.101a | Non-conforming MF, weak beams and strong joints, Conc Col & Bm = 24" x 24", Beam one side
Non-Conforming MF, beam shear failure, beam flexural response. Meets the following requirements: (1) Beam with HIGH V/bwd(f’c)^0.5 or non-compliant transverse beam reinforcing. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.101b | Non-conforming MF, weak beams and strong joints, Conc Col & Bm = 24" x 24", Beam both sides
Non-Conforming MF, beam shear failure, beam flexural response. Meets the following requirements: (1) Beam with HIGH V/bwd(f’c)^0.5 or non-compliant transverse beam reinforcing. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.102a | Non-conforming MF, weak beams and strong joints, Conc Col & Bm = 24" x 36", Beam one side
Non-Conforming MF, beam shear failure, beam flexural response. Meets the following requirements: (1) Beam with HIGH V/bwd(f’c)^0.5 or non-compliant transverse beam reinforcing. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.102b | Non-conforming MF, weak beams and strong joints, Conc Col & Bm = 24" x 36", Beam both sides
Non-Conforming MF, beam shear failure, beam flexural response. Meets the following requirements: (1) Beam with HIGH V/bwd(f’c)^0.5 or non-compliant transverse beam reinforcing. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.103a | Non-conforming MF, weak beams and strong joints, Conc Col & Bm = 36" x 36", Beam one side
Non-Conforming MF, beam shear failure, beam flexural response. Meets the following requirements: (1) Beam with HIGH V/bwd(f’c)^0.5 or non-compliant transverse beam reinforcing. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.103b | Non-conforming MF, weak beams and strong joints, Conc Col & Bm = 36" x 36", Beam both sides
Non-Conforming MF, beam shear failure, beam flexural response. Meets the following requirements: (1) Beam with HIGH V/bwd(f’c)^0.5 or non-compliant transverse beam reinforcing. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.111a | Non-conforming MF, weak columns, Conc Col & Bm = 24" x 24", Beam one side
Non-Conforming MF, column flexure-shear or shear failure, column flexural response. Meets the following requirements: (1) […TBD…] Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.111b | Non-conforming MF, weak columns, Conc Col & Bm = 24" x 24", Beam both sides
Non-Conforming MF, column flexure-shear or shear failure, column flexural response. Meets the following requirements: (1) […TBD…] Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.112a | Non-conforming MF, weak columns, Conc Col & Bm = 24" x 36", Beam one side
Non-Conforming MF, column flexure-shear or shear failure, column flexural response. Meets the following requirements: (1) […TBD…] Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.112b | Non-conforming MF, weak columns, Conc Col & Bm = 24" x 36", Beam both sides
Non-Conforming MF, column flexure-shear or shear failure, column flexural response. Meets the following requirements: (1) […TBD…] Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.113a | Non-conforming MF, weak columns, Conc Col & Bm = 36" x 36", Beam one side
Non-Conforming MF, column flexure-shear or shear failure, column flexural response. Meets the following requirements: (1) […TBD…] Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.113b | Non-conforming MF, weak columns, Conc Col & Bm = 36" x 36", Beam both sides
Non-Conforming MF, column flexure-shear or shear failure, column flexural response. Meets the following requirements: (1) […TBD…] Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.121a | Non-conforming MF, weak columns and strong joints, Conc Col & Bm = 24" x 24", Beam both sides
Non-Conforming MF, column flexure, flexure-shear, or shear failure, column flexural response. Meets the following requirements: (1) Column Pu > 0.6f’cAg, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.121b | Non-conforming MF, weak columns and strong joints, Conc Col & Bm = 24" x 24", Beam one side
Non-Conforming MF, column flexure, flexure-shear, or shear failure, column flexural response. Meets the following requirements: (1) Column Pu > 0.6f’cAg, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.122a | Non-conforming MF, weak columns and strong joints, Conc Col & Bm = 24" x 36", Beam one side
Non-Conforming MF, column flexure, flexure-shear, or shear failure, column flexural response. Meets the following requirements: (1) Column Pu > 0.6f’cAg, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.122b | Non-conforming MF, weak columns and strong joints, Conc Col & Bm = 24" x 36", Beam both sides
Non-Conforming MF, column flexure, flexure-shear, or shear failure, column flexural response. Meets the following requirements: (1) Column Pu > 0.6f’cAg, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.123a | Non-conforming MF, weak columns and strong joints, Conc Col & Bm = 36" x 36", Beam one side
Non-Conforming MF, column flexure, flexure-shear, or shear failure, column flexural response. Meets the following requirements: (1) Column Pu > 0.6f’cAg, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.123b | Non-conforming MF, weak columns and strong joints, Conc Col & Bm = 36" x 36", Beam both sides
Non-Conforming MF, column flexure, flexure-shear, or shear failure, column flexural response. Meets the following requirements: (1) Column Pu > 0.6f’cAg, (2) Column Vn < Veq Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.131a | Non-conforming MF with inadequate development of reinforcing, Conc Col & Bm = 24" x 24", Beam one side
Non-Conforming MF, non-ductile failure, non-ductile response. May exhibit the following: (1) Splice detailing or length inadequate per ASCE 41-06 Table 6-7iii, (2) Beam or column reinforcing spliced at the face of joint, (3) Beam longitudinal steel discontinuous through joint per ASCE41-06 Table 6-7iii. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.131b | Non-conforming MF with inadequate development of reinforcing, Conc Col & Bm = 24" x 24", Beam both sides
Non-Conforming MF, non-ductile failure, non-ductile response. May exhibit the following: (1) Splice detailing or length inadequate per ASCE 41-06 Table 6-7iii, (2) Beam or column reinforcing spliced at the face of joint, (3) Beam longitudinal steel discontinuous through joint per ASCE41-06 Table 6-7iii. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.132a | Non-conforming MF with inadequate development of reinforcing, Conc Col & Bm = 24" x 36", Beam one side
Non-Conforming MF, non-ductile failure, non-ductile response. May exhibit the following: (1) Splice detailing or length inadequate per ASCE 41-06 Table 6-7iii, (2) Beam or column reinforcing spliced at the face of joint, (3) Beam longitudinal steel discontinuous through joint per ASCE41-06 Table 6-7iii. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.132b | Non-conforming MF with inadequate development of reinforcing, Conc Col & Bm = 24" x 36", Beam both sides
Non-Conforming MF, non-ductile failure, non-ductile response. May exhibit the following: (1) Splice detailing or length inadequate per ASCE 41-06 Table 6-7iii, (2) Beam or column reinforcing spliced at the face of joint, (3) Beam longitudinal steel discontinuous through joint per ASCE41-06 Table 6-7iii. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.133a | Non-conforming MF with inadequate development of reinforcing, Conc Col & Bm = 36" x 36", Beam one side
Non-Conforming MF, non-ductile failure, non-ductile response. May exhibit the following: (1) Splice detailing or length inadequate per ASCE 41-06 Table 6-7iii, (2) Beam or column reinforcing spliced at the face of joint, (3) Beam longitudinal steel discontinuous through joint per ASCE41-06 Table 6-7iii. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)
B.10.41.133b | Non-conforming MF with inadequate development of reinforcing, Conc Col & Bm = 36" x 36", Beam both sides
Non-Conforming MF, non-ductile failure, non-ductile response. May exhibit the following: (1) Splice detailing or length inadequate per ASCE 41-06 Table 6-7iii, (2) Beam or column reinforcing spliced at the face of joint, (3) Beam longitudinal steel discontinuous through joint per ASCE41-06 Table 6-7iii. Costing is on a per joint basis.
Author: Laura Lowes
Suggested Block Size: 1 EA (round up to integer quantity)