Resistance to axial compression 3. The development length is reduced by a huge margin when using the detailed equation! The boundary wall will be made of fly ash brick work. Concrete strength is 3,000 psi and reinforcement strength is 60,000 psi. Soil: equivalent fluid pressure is 45 psf/ft (7.0 kN/m²/m) (excluding soil load factors), 10 ft (3.05 m) backfill height. < 0.4%. An 8-in. Finding the actual moment resistance now: \begin{aligned} a &= \frac{A_sf_y}{0.85 f'_c b} \\ &= \frac{0.34\text{ in}^2\text{/ft} \times 60000 \text{ psi}}{0.85 \times 3000\text{psi} \times12 \text{ in/ft}}\\ &=0.667 \text{ in} \end{aligned} With such a small value of $a$, it's clear that our footing will be tension controlled and thus $\phi = 0.90$. The bottom of the footing should be at 5 ft below ground level. Manual for Design and Detailing of Reinforced Concrete to the September 2013 Code of Practice for Structural Use of Concrete 2013 2.0 Some Highlighted Aspects in Basis of Design 2.1 Ultimate and Serviceability Limit states The ultimate and serviceability limit states used in the Code carry the normal meaning as in other … \begin{aligned} \phi M_n &= \phi A_s f_y\left(d - a/2 \right) \\ &= 0.90 \times 0.34\text{ in}^2\text{/ft} \times 60000 \text{ psi} \left(9.5\text{ in} - \frac{0.667\text{ in}}{2} \right) \\ &= 14.0 \text{ kip-ft/ft} \end{aligned} Note that in this example, $d$ was kept at 9.5 inches even though it would be slightly larger, since we are using #4 bars with half the diameter $d_b$. As a result, the concrete cannot develop the compression force required to resist the given bending moment. Wall Footing Design Example Statement. The 2012 edition of the Reinforced Concrete Design Manual [SP-17(11)] was developed in accordance with the design provisions of ACI 318-11, and is consistent with the format of SP-17(09). DESIGN EXAMPLE. 2.5” clear to strength steel #5@12” rather than the designed #5@10” BENDING STRENGTH OF THE SECTION HAS BEEN REDUCED BY ABOUT 16%. Two equations are … ACI E702 Example Problems Buried Concrete Basement Wall Page 5 of 9 Calculations References Flexure and Axial Design Vertical reinforcement at base of wall Using Section 14.4 design method (Walls designed as compression members) Based on preliminary investigation, try #6 bars at an 8 inch spacing (#6@8”). We thus only need to calculate the factored concrete shear strength $\phi V_c$, which is given by ACI 318-14 Cl 22.5.5.1: $$\phi V_c = \phi 2\lambda \sqrt{f'_c}d$$ For shear, ACI 318-14 Table 21.2.1 specifies $\phi = 0.75$ and we're using normal-weight concrete so $\lambda = 1.0$. o.c. Shear wall section and assumed reinforcement is investigated after analysis to verify suitability for the applied loads. soldier pile walls berliner wall deep excavation. Looking at the reinforcement section, the concrete cover is already set to 3 inches (the minimum for footings) and the steel strength is already 60 ksi. The ACI-318-14 code (*Cl 7.4.3.2*) specifies that the critical shear section should be taken at a distance $d$ from the face of the wall. We pick a 13-inch thick footing and repeat the previous steps: \begin{aligned} d &= 9.5 \text{ in} \\ V_u &= 8.01 \text{ kip/ft} \\ \phi V_c &= 9.37\text{ kip/ft} \end{aligned} We see that the 1-inch increase both decreased $V_u$ and increase $\phi V_c$ as we liked. 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