D. Design Capacity of Beams
Beams along the bearing capacity of beams through a long span of each cross section, beam cross section of the design include a component of the capacity of checking and regulating the provision of construction or other design requirements such as thickness reinforcement, reinforcement ratio, bar diameter.
General Provisions

Flexural capacity is calculated according to the following fundamental assumptions:
 section to maintain plane strain;
 does not take into account the tensile strength of concrete;

Compressive stressstrain relationship of concrete in accordance with the provisions of Article 7.1.23 standard values.

Ultimate compressive strain of concrete is in accordance with section following formula:
whereε_{cu} = 0.0033  (f_{cu,k}  50) × 10 5 (7.1.25)  ε_{cu}
=  cross section of the concrete ultimate compressive strain, while in the nonuniform compression, press formula (7.1.25) calculations, such as the calculation of ε cu is greater than 0.0033, is taken as 0.0033; when in axial When pressure is taken as ε 0;
 f_{cu,k}
=  concrete cube compressive strength of standard value
 β_{1}
=  coefficient, when the concrete strength when no more than C50, β1 taken as 0.8, when the concrete strength grade of C80 time, β_{1} taken as 0.74, during determined by linear interpolation.
 α_{1}
=  rectangular stress diagram of the stress is taken as design value of concrete compressive strength fc multiplied by the coefficient α_{1}. When the concrete strength when no more than C50, α1 taken as 1.0, when the concrete strength grade of C80 time, α1 taken as 0.94, during determined by linear interpolation.


Longitudinal tension and compression zone of reinforced concrete damage yield simultaneously, the relative height of compression zone limits ξ_{b} By the following formula:
${\xi}_{b}=\frac{{\beta}_{1}}{1+\frac{{f}_{y}}{{E}_{s}{\epsilon}_{cu}}}$ (7.1.41)
Net Concrete Cover Thickness
Input by the user of longitudinal force ordinary reinforced and prestressed steel, the concrete cover thickness (reinforced concrete surface to the outer edge of the distance) should not be less than the nominal diameter of steel, and shall comply with Table 9.2.1 of GB500102002 requirements.
General Provisions on Seismic Design
Seismic fortification intensity level and
Provide beam seismic rating, fortification intensity, structure type and component type of input. Program based on user input seismic fortification intensity levels and components of the beam design and construction inspection.
Seismic bearing capacity adjustment factor
Consider the combination of earthquake concrete structure, its crosssection bearing capacity of the internal forces generated by seismic load bearing capacity divided by the seismic design value adjustment factor γ_{RE}, Seismic bearing capacity adjustment factor γ_{RE} 11.1.6 in accordance with GB500102002 form used. For the beam component, γ_{RE} value is 0.75.
Calculation of Concrete Beams
Bearing Capacity

Rectangular Bending Capacity: rectangular cross section or flange in the tension side of the inverted Tshaped crosssection flexural members, the flexural capacity should meet the following requirements:
M ≤ α_{1}f_{c}bx(h_{0} x/2) + f'_{y}A'_{s}(h_{0} α'_{s}) (7.2.11) Concrete Compression Zone according to the following formula:
α_{1}f_{c}bx=f_{y}A_{s}f'_{y}A'_{s}+f_{py}A_{p} (7.2.12) Concrete Compression Zone still should meet the following conditions:
x≤ξ_{b}h_{0} (7.2.13) x≥2α' (7.2.14) 
When included in the calculation of longitudinal compression reinforcement general, should meet the GB500102002 formula (7.2.14) conditions; if not satisfied this condition, the flexural capacity should meet the following requirements:
M≤f_{py}A_{p}(ha_{p}a'_{s})+f_{y}A_{s}(ha_{s}a'_{s})+(σ'_{p0}f'_{py})A'_{p}(a'_{p}a'_{s}) (7.2.5) 
Bending Flexural bearing capacity calculations, as required by the structure or by checking Limit State requirements configured sectional area of longitudinal tensile steel bending capacity requirements greater than the area of reinforcement, the calculation of concrete compression Height x, only the conditions included in the required bending capacity vertical crosssection area of tensile steel.

TSection Bending Capacity: flange in the compression zone of the T shape, I shaped crosssection flexural members (Figure 7.2.2), its flexural capacity should meet the following requirements:

When the following conditions are met
f_{y}A_{s}+f_{py}A_{p}≤α_{1}f_{c}b'_{f}h'_{f}+f'_{y}A'_{s}(σ'_{p0}f'_{py})A'_{p} (7.2.21) Should be a width b 'f rectangular cross section;

When satisfied equation (7.2.21) the conditions
M≤α_{1}f_{c}bx(h_{0}x/2)+α_{1}f_{c}(b'_{f}b)h'_{f}(h_{0}h’f/2)+f'_{y}A'_{s}(h_{0}α'_{s})(σ'_{p0}f'_{py})A'_{p}(h_{0}α'_{P}) (7.2.22) Concrete Compression Zone according to the following formula:
α_{1}f_{c}[bx+(b'_{f}b)h'_{f}]=f_{y}A_{s}f'_{y}A'_{s}+f_{py}A_{p}+(σ'_{p0}f'_{py})A'_{p} (7.2.23)

Concrete compression zone height limit of seismic
For the seismic component: in the calculation, included in the longitudinal compression reinforcement in concrete compression zone of beam end shall meet the following requirements:
A seismic level
ξ_{b} ≤ 0.25  (11.3.11) 
Second, three seismic rating
ξ_{b} ≤ 0.35  (11.3.12) 
Reinforcement ratio test
 Configuration bar when the protective layer thickness in accordance with user input calculated as; to complete the inspection section bearing capacity of reinforced configuration, when the actual use of force reinforced the role of location as a point of steel.
 Flexural members, offset tension, axial tension component side of the minimum tensile steel reinforcement ratio of 0.2 and 45f_{t}/f_{y} the larger value;

The seismic structure:
Table 1. Longitudinal tensile steel frame beam minimum reinforcement percentage (%); Table 11.3.61 Seismic Level Beam Position Bearing Span 1
0.4 and 80f_{t}/f_{y} in the large value
0.3 and65f_{t}/f_{y} in the large value
2
0.3 and 65f_{t}/f_{y} in the large value
0.25 and 55f_{t}/f_{y} in the large value
3,4
0.25 and 55f_{t}/f_{y} in the large value
0.2 and 45f_{t}/f_{y} in the large value
Beam, the lower the minimum longitudinal steel reinforcement ratio, nonseismic design should not be less than 0.30%, respectively; seismic design, special one, one and two respectively, not less than 0.60%, 0.50% and 0.40%; ( JGJ 10.2.81)
 The largest component seismic reinforcement rate: end of the beam longitudinal reinforcement ratio of tension reinforcement should not exceed 2.5%.
Reinforcing the principles and methods of allocation
 As selected through a long beam under the critical section, thus setting the upper and lower steel reinforcement combinations.
 Through long tendons meet the upper
 At least two, the corner bar.
 Of the secondary seismic level, the bar diameter of not less than 14mm, and should not be less than the beam, respectively top and bottom ends of the longitudinal section of the reinforced area of the larger 1 / 4; on 3, 4 seismic rating , bar diameter not less than 12mm.
 The first row of steel from the nonpass a long column (beam) side has been extended to ln / 3 position; second row extend ln / 4 position; ln value is defined as: for end bearing, netbased crossspan; For the intermediate bearing, ln on both sides for the bearing of a large net across the span.
 Reinforced concrete longitudinal beam support section of negative moment reinforcement in tension should not be cut off in the tension zone. When to cut, in accordance with the provisions of reinforcement anchorage length (GB500102002 9.3.1), retained after anchoring length cut off under stress conditions.
 Through long tendons meet the upper
 Through the lower part of a long bar to meet:
 At least two, the corner bar.
 When the earthquake, the full reach into bearing.
 Nonseismic, do not reach into the lower bearing of the beam longitudinal reinforcement cut off dot pitch bearing edge distance 0.1ln.
Test Oblique Section
Program based on user input information to carry out shear reinforcement component of shear resistance test, specified as follows:
NonSeismic Shear Resistance Test

Rectangular, Tshaped and Ishaped crosssection flexural members, the shear section shall meet the following conditions:
When the h_{w} / b ≤ 4:
V ≤ 0.25β_{c}f_{c}bh_{0} (7.5.11)
When the h_{w} / b ≥ 6时
V ≤ 0.2β_{c}f_{c}bh_{0} (7.5.12)
Combination of box beam cross section the maximum shear design values shall meet the following requirements:
V ≤ 0.2β_{c}f_{c}bh_{0} (JGJ 10.2.91)

Not configured stirrups and bent sheet metal reinforcement general bending members, the diagonal section of the shear capacity shall meet the following requirements:
V ≤ 0.7β h f_{t} bh_{0} (7.5.31)
β_{h} = (800 / h_{0}) 1 / 4 (7.5.32)

Rectangular, Tshaped and Ishaped crosssection flexural members in general, when the only configuration stirrups, its diagonal section of the shear capacity shall meet the following requirements:
V ≤ 0.7f_{t}bh_{0} +1.25 f_{yv} (A_{sv} / s) h_{0} (7.5.41)
Seismic shear resistance test

Consider the combination of the framework of the seismic design of beam end shear value Vb according to the actual value;

Consider the combination of the frame beam earthquake, when the interhigh ratio of l0 / h> 2.5, its shear crosssection should conform to the following conditions:
whereV_{b} ≤ 1 (0.20β_{c}f_{c}bh_{0}) / γRE (11.3.3)  β_{c}
=  concrete strength factor: When the concrete strength less than C50, the take β_{c} = 1.0; when the concrete strength grade of C80, the take β_{c} = 0.8; during determined by linear interpolation.

3. Consider the combination of earthquake rectangular, Tshaped and Ishaped crosssection of the frame beam, the Shear capacity should meet the following requirements:
Vb ≤ 1 [0.42f_{t}bh_{0} +1.25 f_{yv}A_{sv}h_{0} / s] / γRE (11.3.41)
Tie Ratio Test

Confining rate: When V > 0.7f_{t} bh_{0} , the hoop reinforcement ratio ρ _{sv} [ρ _{sv} = A _{sv} / (b _{s})] not be less than 0.24f _{t} / f _{yv} ；

2. Seismic conditions:
Along the beam length of stirrup reinforcement ratio ρsv should meet the following requirements:
Seismic level 1:
ρ _{sv} ≥ 0.30f _{t} / f _{yv} (11.3.91)
Seismic level 2:
ρ _{sv} ≥ 0.28f _{t} / f yv (11.3.92)
Seismic level 3,4:
ρ_{sv}≥0.26f_{t}/f_{yv} (11.3.93)

Highrise building structures, seismic rating for the particular level of reinforced concrete structures shall meet the basic requirements of a seismic level, the beam end encryption District hoop structure confining rate increases of 10%.

Box beam supports of encrypted area with hoop hoop smallest, nonseismic design should not be less than 0.9ft/fyv; seismic design, the special one and one and two respectively, not less than 1.3ft/fyv, 1.2ft/fyv and 1.1ft/fyv. (JGJ 10.2.8  2)
Spacing

The maximum stirrup spacing:

Nonseismic:
Table 2. The maximum beam stirrup spacing (mm), Table 10.2.10 Beam h V>0.7f_{t}bh_{0} V≤0.7f_{t}bh_{0} 150 < h ≤ 300
150
200
300<h≤500
200
300
500<h≤800
250
350
h>800
300
400
When the beam with longitudinal compression by computing needs reinforcement, the stirrups should be made of closed, then (d is the minimum diameter of longitudinal compression reinforcement):
Condition Maximum Distance Beam with longitudinal compression computing needs according to the time bar
Min(15d,400)
Pressure within the longitudinal layer of steel more than 5 and greater than 18mm in diameter
10d
Beam width is greater than 400mm and a layer of pressure within the longitudinal reinforcement than three, or when the beam width of not more than 400mm but a layer of reinforcement within the vertical pressure when more than 4
Composite hoop bar should be set
The spacing of nonencrypted area of the spacing should not be greater than the encryption area 2 times.
 Seismic encryption District: meet the requirements of Table 6.3.22, and a seismic rating, not more than 20 times 200mm and stirrups diameter is greater; 2, 3 seismic level, not more than 20 times 250mm and hoop tendon diameter is greater; 4 seismic rating, not more than 300mm.


Encryption area: seismic design, the beam end encryption area stirrup length should conform to the requirements of Table 6.3.22; beam end set the framework of the first node from the edge of stirrups should be no larger than 50mm.
Table 3. Frame beam stirrups beam end zone construction requirements encryption, Table 11.3.62 Seismic Level Encryption Zone Length (mm) maximum stirrup spacing (mm) Stirrup minimum diameter (mm) 1
2h and 500 of the larger value
6 times the longitudinal bar diameter, high beam, 1 / 4 and 100 in the minimum
10
2
1.5h and 500 of the larger value
8 times the longitudinal bar diameter, high beam, 1 / 4 and 100 in the minimum
8
3
8 times the longitudinal bar diameter, high beam, 1 / 4 and 150 in the minimum
8
4
8 times the longitudinal bar diameter, high beam, 1 / 4 and 150 in the minimum
6

Box beam supports of (left side column height within the beam section 1.5) stirrups should be encrypted, encrypted area stirrup diameter of not less than 10mm, spacing should not exceed 100mm. (JGJ10.2.83)
Minimum diameter stirrups
 # Nonseismic design: A crosssection height h> 800mm of the beam, the stirrup diameter not less than 8mm; on the beam height h ≤ 800mm beam, the stirrup diameter not less than 6mm. Beam with vertical compression reinforcement computing needs, the stirrup diameter of not less than the vertical compression reinforcement should be 0.25 times the diameter.
 Seismic design: minimum diameter shall meet the requirements of Table 6.3.22, when the end of the beam longitudinal reinforcement ratio greater than 2%, the minimum diameter of the table in the stirrups should be increased 2mm.
Side bar (waist bars) layout
When the beam web height h _{w} ≥ 450mm, the two sides of the beam height profile along the vertical structure should be reinforced, each side of the vertical structural steel (not including the beam, the lower part of the reinforced and erect steel) crosssection area of not websectional area should be less than 0.1% bh _{w}, and the pitch should be less than 200mm. Here, the web height h _{w} according to GB500102002 7.5.1 Article access.