D1.F.4.6.3 ACI 318-11 and Earlier Beam Design Output
The following annotations apply to the output:
- LEVEL
- Serial number of bar level which may contain one or more bar group
- HEIGHT
- Height of bar level from the bottom of beam
- BAR INFO
- Reinforcement bar information specifying number of bars and bar size
- FROM
- Distance from the start of the beam to the start of the reinforcement bar
- TO
- Distance from the start of the beam to the end of the reinforcement bar
- ANCHOR(STA/END)
- States whether anchorage, either a hook or continuation, is needed at start (STA) or at the end
- ROW
- Actually required flexural reinforcement (As/bd) where b = width of cross section (ZD for rectangular and square section) and d = effective depth of cross section (YD - distance from extreme tension fiber to the c.g. of main reinforcement).
- ROWMN
- Minimum required flexural reinforcement (Amin/bd)
- ROWMX
- Maximum allowable flexural reinforcement (Amax/bd)
- SPACING
- Distance between centers of adjacent bars of main reinforcement
- Vu
- Factored shear force at section
- Vc
- Nominal shear strength provided by concrete
- Vs
- Nominal shear strength provided by shear reinforcement
- Tu
- Factored torsional moment at section
- Tc
- Nominal torsional moment strength provided by concrete
- Ts
- Nominal torsional moment strength provided by torsion reinforcement
The following is a sample TRACK 1.0 output from concrete beam design per ACI (from the file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Sample Models\US\US.8. Concrete Design for a Space Frame.std):
===================================================================== BEAM NO. 14 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 20.00FT. FY - 60000. FC - 4000. SIZE - 16.00 X 21.00 INCHES LEVEL HEIGHT BAR INFO FROM TO ANCHOR FT. IN. FT. IN. FT. IN. STA END _____________________________________________________________________ 1 0 + 2-3/8 8-NUM.5 2 + 2-5/8 20 + 0-0/0 NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 191.70 KIP-FT AT 11.67 FT, LOAD 1| | REQD STEEL= 2.47 IN2, RHO=0.0083, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 10.00/ 1.62/ 1.62 INCH | | REQD. DEVELOPMENT LENGTH = 27.37 INCH | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 4320.43 inch^4 2 1 + 6-1/8 4-NUM.11 0 + 0-0/0 16 + 2-0/0 YES NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 371.81 KIP-FT AT 0.00 FT, LOAD 1| | REQD STEEL= 5.39 IN2, RHO=0.0184, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 10.00/ 2.82/ 3.53 INCH | | REQD. DEVELOPMENT LENGTH = 80.14 INCH | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 8050.77 inch^4 3 1 + 6-3/8 3-NUM.6 16 +10-1/4 20 + 0-0/0 NO YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 104.94 KIP-FT AT 20.00 FT, LOAD 1| | REQD STEEL= 1.30 IN2, RHO=0.0044, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 10.00/ 1.75/ 5.62 INCH | | REQD. DEVELOPMENT LENGTH = 21.35 INCH | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 2602.81 inch^4 B E A M N O. 14 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 84.31 KIP Vc= 35.77 KIP Vs= 76.64 KIP Tu= 0.23 KIP-FT Tc= 5.70 KIP-FT Ts= 0.00 KIP-FT LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE NUM. 5 2-LEGGED STIRRUPS AT 4.7 IN. C/C FOR 102. IN. AT END SUPPORT - Vu= 57.62 KIP Vc= 35.77 KIP Vs= 41.06 KIP Tu= 0.23 KIP-FT Tc= 5.70 KIP-FT Ts= 0.00 KIP-FT LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE NUM. 4 2-LEGGED STIRRUPS AT 9.3 IN. C/C FOR 102. IN. ___ 11J____________________ 240.X 16.X 21_____________________ 12J____ | | ||============================================================ ===========|| | 4#11H |18.| |0.TO |194. | | | | | | | | | | | | |3#6 H| 18. 202.TO| 240. | | 23#5 C/C 5 | | | | | | | | | | | | | | | | | | | | | |12#4 C/C 9| | | |8#5|H| |2. |27.TO| 240.| | | | | | | | | | | | | | | | | | ===================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | OOOO | | OOOO | | OOOO | | OOOO | | ooo | | 4#11 | | 4#11 | | 4#11 | | 4#11 | | 3#6 | | | | | | | | | | | | | | 8#5 | | 8#5 | | 8#5 | | 8#5 | | | | oooooooo | | oooooooo | | oooooooo | | oooooooo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|