**6. Properties of reinforced ALWC**

Taking a reinforced ALWC beam, for example, the parameters of the tested beams are shown in **Tables 21**–**25** and **Figures 5** and **6**.

The test results according to GB50152-2012 [15] are as follows.

According to [16, 17], during the beam flexural test, the maximum crack width should not exceed 0.3 mm under service loads, and the deflection should not exceed *l*0/200 = 10.5 mm. The test values are 0.27 and 5.21 mm for the crack width and deflection, respectively, so ALWC can meet the code requirements. On the other hand, the crack load is about 28% of the ultimate load, and the service load is about 72%; these values are basically the same as those for the RC beam.

For the shear beam, because there is no warning before the occurrence of diagonal cracks, the diagonal cracks occur in the shear span section when the load is 20% of the ultimate load and then rapidly expand to the length of 100–150 mm. The initial width of the diagonal crack is generally 0.05 mm in the reinforced NWC beam compared to 0.03 mm in this study. At the same time, the maximum width of cracks and the deflection under service loads are 0.29 mm and 10.05 mm, respectively, thus meeting the code requirements.

The theoretical and test values of ultimate strength for normal and diagonal sections are shown in **Table 25**. All the test values slightly exceed the theoretical values. Compared to a reinforced NWC beam with the same stiffness, the width and height of the cross-section need to be increased by 18%, respectively. On the other

*σ*<sup>30</sup> *f* c

*Notes: The values of confining pressure are 2, 4, 6, 8, and 10 MPa, respectively.*

**5. Properties of lightweight sand foamed concrete**

The absolute values of relative error are all smaller than 5%.

crete group, respectively.

**Table 19.**

**96**

<sup>¼</sup> <sup>1</sup> <sup>þ</sup> *<sup>C</sup> <sup>σ</sup>*<sup>1</sup>

*f* c *<sup>c</sup>*

*Test results of LWACs under traditional triaxial compression after elevated temperature treatment for LC30.*

*T* **(°C)** �**2 MPa** �**4 MPa** �**6 MPa** �**8 MPa** �**10 MPa**

200 43.34 45.55 49.35 55.42 59.59 300 42.51 43.42 46.14 50.83 53.79 400 30.84 37.71 42.13 47.56 51.81 500 26.55 31.24 37.63 43.07 49.63

200 10.94 11.62 13.31 13.82 14.36 300 6.29 7.64 7.51 8.19 11.12 400 5.25 6.64 6.86 7.65 7.78 500 4.97 5.37 6.13 6.23 6.37

200 12.21 12.83 13.22 13.70 14.83 300 10.72 10.89 12.26 12.75 14.35 400 7.27 8.53 8.67 8.72 8.80 500 6.80 6.93 7.69 7.89 8.21

200 9.10 13.36 13.76 14.35 14.47 300 10.95 11.12 13.66 13.75 14.01 400 8.55 8.86 8.90 9.83 9.97 500 7.01 7.23 7.54 7.45 8.15

200 11.80 12.33 12.55 14.01 15.09 300 10.98 12.01 12.31 13.96 14.19 400 7.78 8.84 8.93 9.81 9.82 500 6.69 7.27 8.13 8.24 8.84

HALWC *–σ*<sup>30</sup> (MPa) 20 34.73 40.61 45.47 52.27 53.87

*Sandy Materials in Civil Engineering - Usage and Management*

ALWC *E*<sup>c</sup> (GPa) 20 10.74 11.03 11.21 12.86 14.15

SLWC *E*<sup>c</sup> (GPa) 20 9.80 10.43 10.56 12.42 14.52

GLWC *E*<sup>c</sup> (GPa) 20 10.86 11.56 13.23 14.62 15.75

HALWC *E*<sup>c</sup> (GPa) 20 11.18 13.70 14.12 14.78 15.90

where *C* and *c* are the fitting coefficients for each temperature group and con-

In China, traditional foamed concrete generally consists of cement, NS, water, foam agent, and so on [13, 14]. Because the densities of cement and NS are significantly higher than the density of water, these particles sink easily and therefore

*σ*<sup>1</sup> ¼ *σ*<sup>2</sup> (7)


around 27.5% under earthquake loading. This is because ALWC has a bigger ratio of cubic compressive strength to dry apparent density, a smaller elastic modulus, and a

> **Service load and maximum width of crack**

*P***cr (kN)** *ω***cr, max (mm)** *P***<sup>k</sup> (kN)** *ω***k, max (mm)** *P***<sup>u</sup> (kN)** *ω***u***,***max (mm)**

B1 30 0.11 70 0.24 100 1.85 B2 15 0.15 35.7 0.27 51 1.54 S4 45 0.14 120.5 0.19 160 0.63 S5 30 0.01 130.9 0.22 187.1 0.43 S6 25 0.02 129.7 0.25 185.3 0.41 S7 45 0.01 145.3 0.28 207.5 0.57 S8 40 0.012 135.9 0.29 194.1 0.63 S9 30 0.013 119.5 0.26 170.7 0.50 S10 35 0.017 139.0 0.26 198.6 0.56 S11 42 0.019 166.3 0.21 237.5 0.49 S12 30 0.01 115.2 0.21 164.6 0.43

**No. Yield load and deflection Ultimate load and deflection**

B1 85 5.21 100 29.6 B2 43.4 4.11 51 19.75 B3 — — 160 5.63 S4 150.3 9.52 187.1 29.76 S5 140.5 9.51 185.3 29.53 S6 165.4 8.87 189.6 29.89 S7 180.6 9.02 207.5 23.87 S8 145.3 9.24 194.1 29.79 S9 115.8 10.05 170.7 27.82 S10 150.5 9.41 198.6 28.42 S11 175.9 9.53 237.5 29.92 S12 125.2 9.76 164.6 28.57

**)** *h***<sup>0</sup> (mm)** *b* **(mm)** *M***<sup>u</sup>**

**)** *λ h***<sup>0</sup> (mm)** *b* **(mm)** *V***cs**

B1 31.80 342 402 267 150 34.73 35 1.01 B2 30.51 329 157 270 150 13.65 17.85 1.30

**<sup>c</sup> (kNm)** *<sup>M</sup>***<sup>u</sup>**

**<sup>c</sup> (kNm)** *<sup>V</sup>***cs**

**<sup>t</sup> (kNm)** *<sup>M</sup>***<sup>u</sup>**

**<sup>t</sup> (kNm)** *<sup>V</sup>***cs<sup>t</sup>**

**t /***M***<sup>u</sup> c**

**/***V***cs<sup>c</sup>**

*P***<sup>y</sup> (kN)** *δ***<sup>y</sup> (mm)** *P***<sup>u</sup> (kN)** *δ***<sup>u</sup> (mm)**

**Failure load and maximum width of crack**

larger anti-deformation capacity.

*DOI: http://dx.doi.org/10.5772/intechopen.88254*

*The Influence of Hybrid Aggregates on Different Types of Concrete*

**No. Cracking load and maximum width of crack**

*Maximum crack widths under different load stages.*

*Deflections under yield and ultimate load, respectively.*

**No.** *f***<sup>c</sup> (MPa)** *f***<sup>y</sup> (MPa)** *A***<sup>s</sup> (mm<sup>2</sup>**

**No.** *f***<sup>t</sup> (MPa)** *f***<sup>y</sup> (MPa)** *A***sv (mm<sup>2</sup>**

**Table 23.**

**Table 24.**

**99**

*Notes: (1) The notations 'B' and 'S' stand for bend and shear, respectively; (2) b and h stand for the width and height of a beam cross, respectively; (3) l0 stands for the calculated span; (4) λ stands for the ratio of shear span to effective depth; (5) and Ф stand for hot rolled crescent-shaped bars (HRCSB, hereinafter referred to as crescent ribbed bars, CRB) and hot rolled plain steel bars (HRPSB, hereinafter referred to as plain steel bars, PSB), respectively; (6) As stands for transverse area; (7) ρ<sup>s</sup> and ρsv stand for the ratio of reinforcement and ratio of stirrup reinforcement, respectively; (8) @ stands for the spacing between stirrups; (9) the diameter of a steel bar means the nominal diameter (d), and the concrete is ALWC with LC30; (10) each of the test beams has two hanger bars (2 12) in order to meet detailing requirements.*

#### **Table 21.**

*Parameters of test beams for bend and shear, respectively.*


#### **Table 22.**

*Parameters of PSB and CRB.*

hand, if the section remains unchanged, according to the numerical simulation results for a seven-storey residential building, the total weight of the building is reduced by around 14.8%, and the inter-storey displacement angle is increased by around 27.5% under earthquake loading. This is because ALWC has a bigger ratio of cubic compressive strength to dry apparent density, a smaller elastic modulus, and a larger anti-deformation capacity.


#### **Table 23.**

*Maximum crack widths under different load stages.*


#### **Table 24.**

*Deflections under yield and ultimate load, respectively.*


hand, if the section remains unchanged, according to the numerical simulation results for a seven-storey residential building, the total weight of the building is reduced by around 14.8%, and the inter-storey displacement angle is increased by

*Notes: fy stands for yield strength; fu stands for ultimate tensile strength.*

*Parameters of test beams for bend and shear, respectively.*

**Table 22.**

**98**

*requirements.*

**Table 21.**

*Parameters of PSB and CRB.*

**Type** *d* **(mm)** *f***<sup>y</sup> (MPa)** *f***<sup>u</sup> (MPa)** *E***<sup>s</sup> (MPa)** PSB <sup>8</sup> <sup>316</sup> <sup>434</sup> 2.1 � 105

**No.** *b* � *h* **(mm)** *h***<sup>0</sup> (mm)** *l***<sup>0</sup> (mm)** *λ* **Longitudinal tension bars Stirrup**

*Sandy Materials in Civil Engineering - Usage and Management*

B1 150 � 300 267 2100 — 2 16 402 1.00 Ф8@100 0.67 B2 150 � 300 270 2100 — 2 10 157 0.39 Ф8@100 0.67 B3 150 � 300 264 2100 — 3 22 1140 2.89 Ф8@100 0.67 S4 150 � 300 267 2100 2 2 16 402 1.00 Ф8@140 0.48 S5 150 � 300 270 2100 2 2 10 157 0.39 Ф8@140 0.48 S6 150 � 300 265 2100 2 2 20 628 1.58 Ф8@140 0.48 S7 150 � 300 267 2100 0.95 2 16 402 1.00 Ф8@140 0.48 S8 150 � 300 267 2100 1.5 2 16 402 1.00 Ф8@140 0.48 S9 150 � 300 267 2100 3.05 2 16 402 1.00 Ф8@140 0.48 S10 150 � 300 267 2100 2 2 16 402 1.00 Ф8@140 0.48 S11 150 � 300 267 2100 2 2 16 402 1.00 Ф8@100 0.67 S12 150 � 300 267 2100 2 2 16 402 1.00 Ф8@180 0.37 *Notes: (1) The notations 'B' and 'S' stand for bend and shear, respectively; (2) b and h stand for the width and height of a beam cross, respectively; (3) l0 stands for the calculated span; (4) λ stands for the ratio of shear span to effective depth; (5) and Ф stand for hot rolled crescent-shaped bars (HRCSB, hereinafter referred to as crescent ribbed bars, CRB) and hot rolled plain steel bars (HRPSB, hereinafter referred to as plain steel bars, PSB), respectively; (6) As stands for transverse area; (7) ρ<sup>s</sup> and ρsv stand for the ratio of reinforcement and ratio of stirrup reinforcement, respectively; (8) @ stands for the spacing between stirrups; (9) the diameter of a steel bar means the nominal diameter (d), and the concrete is ALWC with LC30; (10) each of the test beams has two hanger bars (2 12) in order to meet detailing*

**Bar** *A***<sup>s</sup> (mm<sup>2</sup>**

**)** *ρ***<sup>s</sup> (%) Bar** *ρ***sv (%)**

CRB <sup>16</sup> <sup>342</sup> <sup>527</sup> 2.0 � 105

<sup>10</sup> <sup>329</sup> <sup>457</sup> 2.0 � 105 <sup>12</sup> <sup>335</sup> <sup>482</sup> 2.0 � 105

<sup>18</sup> <sup>362</sup> <sup>576</sup> 2.0 � 105 <sup>22</sup> <sup>396</sup> <sup>612</sup> 2.0 � 105


*Notes: (1) ft stands for axial tensile strength obtained by the test or calculated directly by splitting tensile strength or bending strength; (2) Mu <sup>c</sup> and Mu t stand for the ultimate bending moment of the normal section calculated by the code and the test values, respectively; (3) Vcs c and Vcs t stand for the ultimate shear strength of the diagonal section calculated by the code and the test values, respectively.*

#### **Table 25.**

*Theoretical and test values of ultimate strength for normal and diagonal sections, respectively.*

**7.2 Durability of mortar**

**Figure 6.**

**101**

ple, the test results are shown in **Table 27**.

thus promote the hydration reaction.

400, and 500°C, respectively.

**7.3 Fire-resistant performance of mortar**

Taking carbonisation, chloride iron penetration, and sulphate attack, for exam-

*Test curves for load deflection. (a) Bending beam, (b) Shear beam, and (c) Shear beam.*

*The Influence of Hybrid Aggregates on Different Types of Concrete*

*DOI: http://dx.doi.org/10.5772/intechopen.88254*

The durability of mortar is enhanced with increases in the strength grade. Especially until 30 cycles, the mass increases. Analogously, the sulphate resistance coefficient is also enhanced until 15 cycles. The reason for this is the porosity and water absorption capacity of SP, which can strengthen the internal curing capacity and

The test results for cubic compressive strength, tensile bond strength, and heat conduction coefficient after elevation of the temperature are shown in **Table 28**, where the average values of mass loss are 9, 19, 39, 53, and 65 g after 100, 200, 300,

The behaviour of the mortar is similar to that of concrete after the elevation of

temperature, and the residual strengths after high-temperature treatment are almost 75% at 500 °C and can therefore meet the fire protection design requirements. Below 300°C, the strength and heat conduction coefficient increase; however, at temperatures above 300°C, the strength and heat conduction coefficient decrease, and all of the parameters increase with increases in the strength grade.

**Figure 5.**

*Sketch of reinforcement for bending and shear beams, respectively. (a) Sketch of reinforcement for bending beam, and (b) Sketch of reinforcement for shear beam.*
