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Design of Reinforced Concrete

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Design of Reinforced Concrete uploaded by icivil-hu.com Design Of Reinforced Concrete ACI 318-11 Code Edition Anas G. Dawas Hashemite University ANAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 1 Preface This textbook presents an introduction to reinforced concrete design. I hope the material is written in such a manner as to interest students in the subject and to encourage them to continue its study in the years to come. This textbook covers the following topics : Design One Way Ribbed Slab Design Two Way Slabs Serviceability Design For Torsion Design Footings Design Columns Sample Exams : Examples of sample exams are included for most topics in the text. Problems in the back of each chapter are also suitable for exam questions About the Author I am currently a third year student in the CIVIL ENGINEERING at Hashemite University ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 2 كلمة بسى هللا انشدًٍ انشدٍى خٍش كﻻو أبذأ فٍّ سسانخً , ٔانذًذ هللا انزي ٔفق ٔقذس نُا اكًال ْزا انًٕضٕع انًخٕاضع نعهّ ٌسٓم انكثٍش عهى انضيﻻء اﻷفاضم ٔأسأل هللا أٌ ٌكٌٕ عهًا َافعا ٔنٕجّٓ خانصا . يا أٔد انخأكٍذ عهٍّ ْٕ أٌ ْزا انعًم ْٕ يٍ صُع بشش ٌخطئ ٌٔصٍب , ٔأٌ انًشاجع راحٓا انخً اعخًذث عهٍٓا فً جًع انًٕضٕع فٍٓا اخطاء دسابٍت يخخهفت ْٔزِ عهى أٌذي كباس انعهًاء انغشبٍٍٍ , نزنك أحًُى يٍ صيﻻئً أٌ ٌخذشٔا انًعهٕيت أٌا كاَج فانخطأ ٔاسد يًٓا كاَج دسجت انخشكٍض ٔأٌ ٌسايذًَٕ اٌ أخطأث فً أيش يا ٔأٌ ٌكَٕٕا عَٕا نً عهى حذقٍق ْزا انطشح قذس اﻻيكاٌ . أخٍشاٌ , أحًُى يٍ هللا أٌ ٌغفش نضيﻻئً انزٌٍ ٔافخٓى انًٍُت خﻻل دٍاحً انجايعٍت ٔانزٌٍ كإَا بٍُُا ٌطًذٌٕ نًا َطًخ انٍّ َذٍ اٌَ ٌٔشٌٔ فً أَفسٓى يسخقبﻻ يششقاً نكٍ هلل عاقبت اﻷيٕس , ٔأحًُى يٍ كم شخص اَخفع بٓزا انًٕضٕع أٌ ٌذعٕا نٓى ٔنجًٍع انًسهًٍٍ بانًغفشة ٔانشدًت , فُذٍ صائشٌٔ نًا صاسٔا ٔفقكى هللا أدبخً ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 3 ONE WAY JOIST SLAB ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 4 Figure 1 Types of slabs One-Way Joist Floor System : Long-span floors for relatively light live loads can be constructed as a series of closely spaced, cast-in-place T-beams (or joists) with a cross section as shown in Fig. The joists span one way between beams. Most often, removable metal forms referred to as fillers or pans are used to form the joists. Occasionally, joist floors are built by using clay-tile fillers, which serve as forms for the concrete in the ribs that are left in place to serve as the ceiling (ACI Code Section 8.13.5). When the dimensions of the joists conform to ACI Code Sections 8.13.1 to 8.13.3, they are eligible for less cover to the reinforcement than for beams (ACI Code Section 7.7.2(c)) and for a 10 percent increase in the shear, carried by the concrete (ACI ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 5 Code Section 8.13.8). The principal requirements are that the floor be a monolithic combination of regularly spaced ribs and a top slab with 1. ribs not less than 100 mm. in width, 2. depth of ribs not more than 3.5 times the minimum web width, and 3. clear spacing between ribs not greater than 750 mm. S without filler 40mm 50mm h f with filler 1 S 12 Ribbed slabs not meeting these requirements are designed as slabs and beams. Although not required by the ACI Code, load-distributing ribs perpendicular to the joists are provided at the midspan or at the third points of long spans. These have at least one continuous No. 4 (13 mm) bar at the top and the bottom. The CRSI Handbook [10-4] suggests no load-distributing ribs in spans of up to 6 m, one at midspan for spans of 6 to 9 m , and two at the third points for spans over 9 m . For joist floors meeting the requirements of ACI Code Section 8.3.3, the ACI moment and shear coefficients can be used in design, taking (Ln) as the clear span of the joists themselves. For uneven spans, it is necessary to analyze the floor. The negative moments in the ends of the joists will be underestimated if this is not done. ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 6 Reinforcing Details 9.5.2.1 — Minimum thickness stipulated in Table 9.5(a) shall apply for one-way construction not supporting or attached to partitions or other construction likely to be damaged by large deflections, unless computation of deflection indicates a lesser thickness can be used without adverse effects. ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 7 gbaiJ tgioJingiseD Figure 2 Design Example 0.52 m Design Example : Design the joist solid slab for the floor system shown below . 2 Live load = 2KN/m , fc=25 Mpa and fy=420 Mpa. Cross section is shown in fig.2 above . 1. Calculating minimum depth according to ACI code (Table 9.5a) l h n (one end continuous) min 18.5 4400 400 216.216mm use typical slab thickness 250mm 18.5 ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 8 2. Calculating ultimate load : a) Dead load for 1 m2 : Slab weight = 0.07×1×25 1.75 KN/m2 Rib weight =0.14×0.18×25/0.52 1.2 KN/m2 Block weight =5×0.18/0.52 1.73 KN/m2 Plastering 0.025×22 0.55 KN/m2 Mortar 0.025×22 0.55 KN/m2 Sand fill 0.1×13 1.3 KN/m2 Tiles 0.025×22 0.55 KN/m2 Total Dead Load 7.63 KN/m2 2 b) Ultimate load = wu=1.2(7.63)+1.6(2)=12.35 KN/m ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 9 Notes : Ultimate load on slab = 12 .35 KN/m2 but the Ultimate load on Joist = 12.35×0.52=6.422 KN/m . Usually the number of blocks per meter in joist slab equal to 5 blocks with thickness equal to 20 cm and weight =0.18 KN per one . Typical thickness depend on the depth of the blocks , for example , for 24 cm blocks ,the typical thickness equal to 240+70=310 mm Ln used to calculate minimum thickness for joist slab is in the direction of the joist . Primary Beam ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 10 3. Calculating shear and moment subjected to the Joist : 6.42 42 M Ve 4.28 KN.m 24 For negative moment the rib will be 2 Ve 6.42 4 designed as rectangular beam and M 7.33 KN.m 14 for positive moment will be 2 6.42 4 designed as T-beam M Ve 11.41 KN.m 9 Effective depth =250-20-10-10/2=215 mm ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 11 A. Design for positive moment : bw 120mm ,bf 520mm d 215mm 7.331000 2 100.5420 As 95 mm a 3.62mm 0.904200.95215 0.8525520 7.331000 2 As 91mm 3.61 0.90420(215 ) 2 1.4bw d 1.4(120)(215) 2 86mm fy 420 As(min) use 210 0.25 fc bw d mm 2 76 fy B. Design for negative moment : ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 12 11.441000 157420 As 148.2 mm2 a 24.4 mm 0.904200.95215 0.8525120 11.441000 As 149.2 mm2 25.8 0.90420(215 ) 2 1.4bwd 1.4(120)(215) 86mm2 f y 420 A use 210 s(min) . f b d 0 25 c w mm2 76 fy 4. Shear Design: W l V 1.15 ( u n ) 14.76 KN u 2 fc 25 V 1.1 b d 1.1 0.75 120 215 17.73KN c 6 w 6 Vc Vu OK 5. Solid Slab Design : we can design this part as fixe fixebeam but also we can design it as simple beam. w l 2 12.34 0.42 M u n u 8 8 0.2468 KN.m 0.24681000 40cm A s 0.9 420 0.95 45 15mm2 2 As(min) 0.0018(1000)(70) 126mm Use meshor 10 / block ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 13 ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 14 Problems: 1-1 The one way joist slab shown below consists of 011 mm wide joists spaced at 510 mm , the web width of the spandrel beams is 400 mm and 500 for interior beams . Column dimension (400×400 mm). A B C D 1 2 3 4 ANAS DAWAS All Rights Reserved to Icivil-Hu uploaded by icivil-hu.com 15 The minimum required depth of the slab upon the ACI code requirement is most nearly ………… Calculate the Ultimate load /rib assuming that the Live load = 3 KN/m2, 25 mm Covering material with unit weight is 20 KN/m3 . blocks are 40×25×17 cm in dimension , each 17 Kg in weight . Use fc =30 Mpa , 3 fy=420 Mpa and 25 mm plaster with unit weight = 21 KN/m . The maximum ultimate negative moment in the joist ……… The maximum ultimate shear in the joist ……… The ultimate distributed load /m on the beam between column A and B is most nearly ……….
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