Verifying with ClearCalcs, we can now look at the results again with a 13-inch thick footing: We see that we went down from 102% to 85% utilization in shear, and the increase in bearing stress was negligible. The bottom of the footing should be at 5 ft below ground level. 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 $\lambda = 1.0$. Md may also be taken All that's left here is to find the size and spacing required. We can clearly see that indeed we have a higher capacity. $$ \begin{aligned} \phi M_n &= \phi A_s f_y\left(d - a/2 \right) \\ &= 0.90 \times 0.34\text{ in}^2\text{/ft} \times 60000 \text{ psi} \left(9.5\text{ in} - \frac{0.667\text{ in}}{2} \right) \\ &= 14.0 \text{ kip-ft/ft} \end{aligned} $$ 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 $d_b$. Wall: 12-in. This is conservative and simplifies calculations somewhat. The stem may have constant thickness along the length or may be tapered based on economic and construction criteria. The fluid level inside Two equations are … Once we have this, we can calculate the self-weight: $$ SW = 12 \text{ in} \cdot 150 \frac{\text{lb}}{\text{ft}^3} = 150 \text{ psf} $$ Once we know the self-weight, we immediately remove it from the allowable bearing pressure, together with the weight of the soil above the footing, and then divide the total load by this adjusted bearing pressure to find the required area. In this example, the structural design of the three retaining wall components is performed by hand. The slab has to carry a distributed permanent action of 1.0 kN/m2 (excluding slab self-weight) and … 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). f'c = 3000 psi fy = 60 ksi o Development of Structural Design Equations. Soil Bearing. Foreword The introduction of European standards to UK construction is a signifi cant event. Footings almost never have shear reinforcement - it is usually preferable to increase the footing thickness. (305 mm) thick concrete masonry foundation wall, 12 ft (3.66 m) high. The wall is... Design Criteria. Notice that we don't use the reduced companion live load - in this case, since we only have dead and live loads, this won't affect the results, and since we don't know the source of the live load it's conservative not to reduce the live load. Design the wall and base reinforcement assuming fcu 35 kNm 2, f y 500 kNm 2 and the cover to reinforcement in the wall and base are, … A 10” thick wall carries a service dead load of 8k/ft and service live load of 9k/ft. … soldier pile walls berliner wall deep excavation. Design a reinforced concrete to support a concrete wall in a relatively large building. In that case, steel bars are added to the beam’s compression … There are 6 columns between it and the next shear wall. Boundary wall design with spreadsheet file. Reinforced Concrete Shear Wall Analysis and Design A structural reinforced concrete shear wall in a 5-story building provides lateral and gravity load resistance for the applied load as shown in the figure below. boussinesq We essentially have a cantilevered out concrete slab, with a uniformly distributed load from the soil's upward pressure. The need for both limit states design methods and working stress design methods in reinforced concrete is perhaps most evident if we look at slender walls as addressed by the American Concrete Institute’s ACI 318-11, section 14.8. The design of retaining wall almost always involves decision making with a choice or set of choices along with their associated uncertainties and outcomes. 2. The doubly reinforced concrete beam design may be required when a beam’s cross-section is limited because of architectural or other considerations. Design of Rectangular water tank xls Example of water tank design in excel sheeet. It was originally designed and used in the following reference: James Wight, Reinforced Concrete Mechanics and Design, 7th Edition, 2016, Pearson, Example 15-1. Now your task is to design the wall footing for; Concrete compressive … Note that we automatically calculate the depth to reinforcement - thus the increase in $d$ from using a smaller bar is automatically calculated which provides us with slightly more capacity! Assume a grout spacing of 48 in. At the base of footing the allowable soil pressure is 5000psf and base of footing is 5’ below the existing ground surface. Reinforced Concrete SK 3/3 Section through slab showing stress due to moment. o.c. Since we are now dealing with concrete design, we use the ACI 318-14 standard, which is based on LRFD design. Retaining walls are utilized in the formation of basement under ground level, wing walls of bridge and to preserve slopes in hilly … The allowable soil pressure is 5,000 psf and the its density is of 120 pcf. The boundary wall will be made of fly ash brick work. The wall is 12 inches thick and carries unfactored dead and live loads of 10 kip/ft and 12.5 kip/ft respectively. At this point, we could either increase the concrete strength, increase the footing thickness or decide to add shear reinforcement. The development length is reduced by a huge margin when using the detailed equation! This is a coupled wall … Concrete cantilever wall example. In this example, the structural design of the three retaining wall components is performed by hand. Reinforced Cement Concrete Retaining Wall (Cantilever Type) Information Reinforced Cement Concrete Retaining Wall (Cantilever Type) Maximum 6.0 meter Height including Column Load in Line. STRENGTH OF REINFORCED CONCRETE SECTIONS Amount of rebar (A s) The project calls for #5@10” and #5@12” are used: Example: 10” thick wall. We will design our footing to resist its load and check it for: We enter the given information directly into ClearCalcs. structures, consisting of a reinforced concrete footing and a reinforced concrete masonry cantilever stem. Using the CivilWeb Concrete Shear Wall Design Spreadsheet the designer can complete a full RC shear wall analysis and design in minutes. Design of Boundary wall spreadsheet. As previously discussed, shear reinforcement is usually avoided in footings and the concrete strength was already specified, so we choose to increase the thickness. However, we can already see a storm on the horizon! The grout spacing affects the wall weight, which in turn affects the seismic load. How to Design Concrete Structures using Eurocode 2 A cement and concrete industry publication. We enter the given information directly into ClearCalcs. EXAMPLE 11 - CAST-IN-PLACE CONCRETE CANTILEVER RETAINING WALL 2 2020 RESISTANCE FACTORS When not provided in the project-specific geotechnical report, refer to the indicated AASHTO sections. Find the following parameters for design moments in Step 2 per unit width Step 4 Note: Note: Design of slab for flexure 067 m UNIT WIDTH of slab. Detailings of individual . o.c. Sketches of the retaining wall forces should be considered to properly distinguish the different forces acting on our retaining wall as tackled in the previous article, Retaining Wall: A Design Approach. < 0.4%. This is because these weights are cancelled out by their corresponding upwards soil reaction when considering the footing as a free-body. build right retaining walls. Reinforced Concrete Cantilever Retaining Wall Design Example is 456 2000 indian standard code book for rcc design. Design concrete shear stress in wall section for out-of-plane bending ... Reinforced Concrete Stocky wall is where the effective height (He) divided by the thickness (h) does not exceed 15 for a braced wall and 10 for an unbraced wall. Two … The highest groundwater table is expected to be 4′ below grade. Floor slabs frame into it at 3.2m centres and are 200mm thick. Assuming #8 size reinforcement (1" diameter), we can find d: $$ d = 12\text{ in} - 3\text{ in} - \frac{1}{2}\times1\text{ in} = 8.5\text{ in} $$ We can now calculate the shear at the critical section: $$ \begin{aligned} V_u &= q_u \left(\frac{B}{2} -\frac{b}{2} -d \right) \\ &= 6190 \text{ psf} \left( \frac{62\text{ in}}{2} -\frac{12\text{ in}}{2} - 8.5\text{ in}\right) \\ &= 8.51 \text{ kip/ft} \end{aligned} $$ We must now find the shear resistance. 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. 2 Version 2.3 May 2008 types of members are included in the respective sections for the types, though We are using a No.4 bar with large spacing, so we can use the least conservative formula as per the table. The following design … The CivilWeb Concrete Shear Wall Design Spreadsheet is a powerful spreadsheet for the design of shear walls in … coefÞcient of friction is 0.4 and the unit weight of reinforced concrete is 24 kNm 3 1. bid = M + N @ - for N O.lfcubd For design as wall (see Chapter 8). The ten design standards, known as the Eurocodes, will affect all design and construction activities as current British Standards for design … or #4 bars at 7 inches, which both provide $A_s = 0.34\text{ in}^2\text{/ft}$. The example wall is shown in Figure X.2. cmaa australia. Reinforced Concrete 2012 lecture 13/2 Content: Introduction, definition of walls 1. The wall height is 17′. It also reduces the applied shear load since we are taking our critical section further away from the wall face. DESIGN EXAMPLE. The Powered by Help Scout. 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. This is usually what will govern the footing's thickness in design. The Seismic Design Category is Category D. Reinforced masonry design requires that a grout/reinforcement spacing be assumed. ²î`bŠ“sø'D”»?¶î07v¤ÐÎÁxƄh‡¿éóê¾È»KÅ^Žšô5ü^¼ w&Âõ>WÐ{²þQà?¼riJ@íÓd ‹Íêç“àÖ. Rectangular Concrete Tank Design Example An open top concrete tank is to have three chambers, each measuring 20′×60′ as shown. Design of the wall reinforcement for shear 5. > 0.4%. design example 3 reinforced strip foundation builder s. chapter 3 building planning residential code 2009 of. $$ A_{req'd}= \frac{10\text{ kip/ft} + 12.5 \text{ kip/ft}}{5000\text{ psf} -150\text{ psf} - 4 \text{ ft}\times 120 \text{ pcf}} = 5.15 \frac{\text{ft}^2}{\text{ft}} $$ We thus select a footing width of 62 inches or 5.17 ft. DESIGN EXAMPLE. 2020. Wall Footing Design Example Statement. The example calculations are made here using Mathcad. CivilWeb Concrete Shear Wall Design Spreadsheet. CE 537, Spring 2011 Retaining Wall Design Example 1 / 8 Design a reinforced concrete retaining wall for the following conditions. It includes: n A description of the principal features of the Australian Standard n A description of the analysis method n Design tables for a limited range of soil conditions and wall geometry n A design example which … 1.2 Example Wall . 3500 psi concrete. With ClearCalcs, it is just as easy to perform the more detailed calculations of development length, so this is what to do to provide safe and economical designs. An 8-in. Load from slab is transferred as axial load to wall. See ASCE 7-16, Cl 2.3.1 for more information. Still need help? $$ \begin{aligned} \ell_d &= \frac{f_y\psi_t \psi_e}{25 \lambda\sqrt{f'_c}}d_b \\ &= \frac{60000\text{ psi}\times 1 \times 1}{25 \times 1 \times \sqrt{3000}\text{ psi}} \times 0.5 \text{ in} \\ &= 21.9 \text{ in} \end{aligned} $$ We find the same value as in the textbook's example. Reinforced Concrete Design Examples Example 3: Design of a raft of high rise building for different soil models and codes ... As a design example for circular rafts, consider the cylindrical core wall shown in Figure (35) as a part of five storeys-office building. ... Design of reinforced concrete elements with excel notes Download . o Reinforced concrete wall, when rein. US Concrete Wall Footing - Design Example Problem Statement. The last check we perform is on the development length, to ensure we have proper bonding of our reinforcement at the critical section. The changes are a result of the unsatisfactory performance of many shear walls in the Chile earthquake of 2010 and the Christchurch, New Zealand earthquake of 2011. Bearing ɸ b= AASHTO T.11.5.7-1 Sliding (concrete on soil) ɸ T= AASHTO T.11.5.7-1 Sliding (soil on soil) ɸ T s-s= … We can find a value for $q_u$, the soil pressure at the factored load level, by dividing our total applied load by the footing area. We can thus easily calculate the bending moment, using the typical equation for a cantilever beam: $$ \begin{aligned} M_u &= \frac{q_u}{2} \left(\frac{B}{2} - \frac{b}{2} \right)^2 \\ &= \frac{6190 \text{ psf}}{2} \left( \frac{62\text{ in}}{2} -\frac{12\text{ in}}{2}\right)^2 \\ &= 13.5 \text{ kip-ft/ft} \end{aligned} $$ Using the familiar approximation to find the required area of steel (with $M_u$ in $\text{kip-ft}$ and $d$ in inches): $$ \begin{aligned} A_s &\approx \frac{M_u}{4d} \\ &= \frac{13.5 \text{ kip-ft/ft}}{4 \times 9.5 \text{ in}} \\ &= 0.355 \text{ in}^2\text{/ft} \end{aligned} $$ Note that the Reinforced Concrete Mechanics and Design textbook makes use of a slightly less conservative approximation and finds $A_s = 0.330\text{ in}^2\text{/ft}$. Contact Us, © Based on our example in Figure A.1, we have the forces due to soil pressure, due to water and surcharge load to consider. Resistance to eccentric compression 4. We must also verify that we are meeting minimum steel area requirements are met: $$ A_s = 0.0018h= 0.0018 \times 13 \text{ in} \times 12 \text{ in/ft} \\ = 0.281 \text{ in}^2\text{/ft} $$ And the maximum spacing is the minimum of $3H$ and 18 inches - the latter usually governs for footings. With our 12-inch thick footing, we need a minimum of 3 inches cover (*ACI 318-14, Table 20.6.1.3.1*). This Practical Design Manual intends to outline practice of detailed design and detailings of reinforced concrete work to the Code. Since in this case we are given the depth to the bottom of the footing, we can enter "=5 ft -H", and the calculator will automatically update the depth of soil above the footing when we update the footing thickness - just like an Excel spreadsheet. Checking in ClearCalcs, we can see that a 5.17 ft wide x 1 ft thick footing efficiently makes full use of the bearing capacity. Soil: equivalent fluid pressure is 45 psf/ft (7.0 kN/m²/m) (excluding soil load factors), 10 ft (3.05 m) backfill height. It presents the principles of the design of concrete ele-ments and of complete structures, with practical illustrations of the theory. The base is divided into two parts, … $$ q_u = \frac{1.2 \times 10\text{ kip/ft} + 1.6 \times 12.5 \text{ kip/ft}}{5.17 \text{ ft}} = 6 190 \text{ psf} $$ Note that we are taking the net bearing pressure, which does not include the weight of the soil above the footing and the self-weight. Using Table 4, the wall can be adequately reinforced using No. Design the reinforcement in the wall at its base and mid-height. We thus need to factor the loads. 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. In this case since we only have dead and live loads, it is clear that the governing load combination will be 1.2D + 1.6L. The example focuses on the design and detailing of one of the reinforced concrete walls. 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 … ClearCalcs $$ \begin{aligned} \phi V_c &= 0.75 \times 2 \times 1 \times \sqrt{3000} \text{ psi} \times 8.5 \text{ in} \\ &= 8.38 \text{ kip/ft} \end{aligned} $$ As we had predicted with ClearCalcs in the previous section, we find that $V_u > \phi V_c$. We compare this to the distance to the critical section: $$ \frac{B}{2}-\frac{b}{2} = \frac{5.17 \text{ ft}}{2}-\frac{1 \text{ ft}}{2} =2.09 \text{ ft} = 25 \text{ in} $$ Since 25 inches is larger than 21.9 inches, we know our bars are developed as required. Concrete strength is 3,000 psi and reinforcement strength is 60,000 psi. The tank will be partially underground, the grade level is 10′ below the top of the tank. 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%. Calculate ground bearing pressures. Design Example 2 Reinforced Concrete Wall with Coupling Beams OVERVIEW The structure in this design example is a six-story office building with reinforced concrete walls as its seismic-force-resisting system. This is a very thorough textbook on reinforced concrete and we recommend it as a reference for concrete design in the United States. 9 bars at 72 in. With our new-found value of $q_u$, we can find the factored shear. 3. This mostly comes from the confinement factor, since our footing has large cover and spacing between bars this greatly benefits the development length. Chapters 1 through 6 were developed by individual authors, as indicated on the first page of those chapters, and updated to the … Figure X.2. The last failure mode which we need to check is the bending of the footing. A 20m high, 3.5m long shear wall is acting as both a lateral and vertical support to a 4-storey building. Check Load Combination G (0.6D + 0.7E). First, it increases the capacity by providing a greater value of $d$. Increasing the thickness benefits shear resistance in two ways. We need to estimate the required thickness of the footing, since the self-weight of the footing is usually quite significant. DESIGN OF REINFORCED CONCRETE WALL - Compression member - In case where beam is not provided and load from the slab is heavy - When the masonry wall thickness is restricted - Classified as o plain concrete wall, when rein. software such as Mathcad or Excel will be useful for design iterations. Shear connection between columns and walls and between walls concreted in two different … Slender wall is a wall other than a stocky wall. CE 437/537, Spring 2011 Retaining Wall Design Example 1 / 8 Design a reinforced concrete retaining wall for the following conditions. Opening our size selector (the filter button circled in dark blue), we see that at this spacing, #4 bars are the most optimal. (M# 29 at 1,829 mm). Determine the factors of safety against sliding and overturning. With these criteria in mind, we can select our reinforcement - using the textbook's approximation for required steel area, we find we can use either #5 bars at 11 inches O.C. Resistance to axial compression 3. The design and detailing requirements for special reinforced concrete shear walls have undergone significant changes from ACI 318-11 to ACI 318-14. This design example shows the typical design of a reinforced concrete wall footing under concentric loads. 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”). Had this not been the case, we could have used hooks at the ends of the bar to significantly reduce the development length, or made use of the more detailed calculations which can be less conservative and more accurate. We go to ACI 314-18's chapter 25 to calculate the bonding length. We can find the moment capacity. As a result, the concrete cannot develop the compression force required to resist the given bending moment. f'c = 3000 psi fy = 60 ksi Natural Soil Development of Structural Design Equations. The textbook recommends using a value of 1-1.5 times the wall thickness for the footing thickness. The first thing to do is to determine the width of our footing, which is determined by the allowable soil bearing capacity. 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 $\phi = 0.90$. Our shear capacity may not be quite enough with only 12" of thickness, and our reinforcement can't fully develop - we'll have to do something about that... 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