1a Boundary Wall Design Calculation

IMPROVEMENT OF WATER SUPPLY PROJECT FOR BODA, KURAWAR KURAWAR AND KOTHARI NAGAR NAGAR PARISHADS IN RAJGRAH AND SEHORE DISTRICT IN STATE IN MADHYA PRADESH

DESIGN CALCULATION FOR:

BOUNDARY WALL 230mm THK 2.0m HEIGHT

MADHYA PRADESH URBAN SERVICE COMPANY LIMITED

MADHYA PRADESH URBAN SERVICE COMPANY LIMITED SUBJECT: IMPROVEMENT OF WATER SUPPLY PROJECT FOR BODA, KURAWAR AND KOTHARI NAGAR

PARISHADS IN RAJGRAH AND SEHORE DISTRICT IN STATE IN MADHYA PRADESH STRUCTURE: DESIGN OF BOUNADARY WALL 230mm THICK AND 1.8m HEIGHT

1.0 INTODUCTION

1.1.1

General: This document covers the Design of Boundary wall 230mm thick and 1.8m height. The design of Plinth Beam, Column, Foundation.

1.1 LOAD CONSIDERSATION: a) Dead load. b) Live load. c) Combination of all Loading.

1.2 MATERIAL SPECIFICATION: a) Grade of Concrete: M25 b) Grade of Steel: Fe 415-High Yield Strength deformed bar with yield stress of 415N/mm2

1.3 References: a) IS: 456-2000-Design of Plain and Reinforced Concrete Structure b) SP: 16 –Handbook for RCC Design c) IS: 3370-1965-Code of practice for Concrete Structures for the Storage Liquids Part-I – General Requirements Part-II- Reinforced Concrete Structures Part-IV – Design Tables d) IS : 1893-2002-Criteria for earthquake resistant Design Structure e) IS : 875-Code of practice for design loads (other than earthquake loads) for building and Structures-Wind load part 3 f) IS: 13920-Ductile detailing of RCC Structures subjected to Earthquake forces-Code of practice g) IS-11682—1985 Criteria for design of RCC staging for Overhead Tanks. h) IS-9178-part 2 – 1979- Criteria for design of steel bins for storage of bulk materials – part 2 – design criteria i) Reinforced Concrete structure (vol 2) by B.C . Punmia

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SALIENT FEATURES OF BOUNDARY WALL: Width of Boundary Wall Height of Boundary Wall Height of fencing

=230mm =1.6m =0.4m

Assume

Size of Plinth Beam

=300 x 250mm

Size of Column

=250mm

Load Calculation: Dead load:

Load from of Plinth Beam = 0.3 x 0.25 x 25

=1.875kN/m

Load form of Brick Work (CLAY BRICK)= 0.23 x 1.8 x 20

=8.28kN/m

Load from of Fencing=

=0.0225kN/m

Load from finishing work=

=1kN /m

Total Load

=11.1775kN/m

Live Load: Assume Live load for Boundary wall

So, Total Load on Plinth Beam

=1.2kN/m

=12.3775kN/m

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Design of Plinth Beam(Typical): 250 X 300 mm Analysis is Done by using the staad software and Critical Beam end Forces Due to Maximum Envelop load Case is taken and Design is done by using Limit State method. Analysis Results: Maximum Hogging Bending Moment = 15.588kN-m Maximum Sagging Bending Moment = -7.794kN-m Maximum SF = 31.175kN Maximum BM = (M u) = At face of column (From STAAD) 15.588kN-m Maximum SF = At a distance 'd' from face of support (From STAAD) Total BM acting in the beam= 15.588kN-m Diameter of bar provided = Clear cover =

25.834 kN 12 mm 30 mm

Design: Effective depth of beam = 300-30-12/2-8 = 256 mm For Fe 415/mm2 CC M 25 8.5 N/mm2 Mu lim = 52.0028 kN-m From Table D, of SP 16 Mu lim / bd2 = 3.45N/mm2 This is designed as Singli Reinforced Beam From Table 3 of SP 16 Support Moment: For Percentage of Reinforcement = (Pt) dia of bar = Ast = 186.0608mm2 No. of bars =186.0608 /113.78 = 1.63 nearly The No. of 12 mm dia tor steel bars to be provided at Top face = Area of steel provided = Percentage of steel provided = From Table 3, of SP 16 Span Moment: For of Reinforcement = (Pt) = Ast = 85.96 mm2 of bars = 85.96/113.78 = 0.755 Nearly The No. of 12 mm dia tor steel bars to be provided at Bottom face = Area of steel provided = Percentage of steel provided = Check for shear:

Total shear force = Shear Stress acting

= 25.384x1000/(230 x 256) tc

Mu / bd2 = 1.034 = 0.316 % 12 mm Area of bar = 113.78 mm2 2No.s

2 No.s OK 227.56 mm2 0.3865 % Mu / bd2 = 0.517 Percentage = 0.146 % dia of bar 12 mm Area of bar = 113.78 mm2 No. 2 No.s

2 No.s OK 227.56 mm2 0.3865 %

tv

= 25.384 kN = 0.4311 N/mm2

=0.386 N/mm2

tv>tc 4



Percentage of steel provided The shear reinforcement required is given by Asv =[{ Sv x b ( v-tc)}/0.87 fy] b = 230 mm

= 0.200 %

consider 4L- 8 Y stirrups Asv/Sv = 0.636 Sv = 79.033 mm c/c Minimum Spacing of shear reinforcement = 79.033 mm c/c Asv = 201.000 N/mm2 Maximum spacing of shear reinforcement shall not be greater than Sv max 0.75 d = However, Provide 4L - Y8 stirrups Spacing at =110 mm c/c

192 mm

DESIGN OF COLUMN : (250 x 250) As per Staad Pro. C O L U M N N O. M25

4 DESIGN RESULTS

Fe 41 (Main)

Fe415 (Sec.)

LENGTH: 1800.0 mm CROSS SECTION: 250.0 mm X 250.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 1 END JOINT:

1 SHORT COLUMN

REQD. STEEL AREA : 6.25 Sq.mm. REQD. CONCRETE AREA: 781.25 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.72%, 452.39 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 703.25 Muz1 : 0.36 Muy1 : 0.36

Spacing of lateral Tie(Transverse RC) shall not more than the least of Least lateral dimension:

250mm

16 x Longitudinal bar dia:

192mm

48 x Transverse RC bar dia: 384mm Say Y8 @ 190mm c/c

INTERACTION RATIO: 0.30 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 3 END JOINT: 1 Puz : 712.12 Muz : 2.47 Muy : 2.47 IR: 0.07 ============================================================================

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Reinforcement provided

COLUMN SIZE

C1

x 250

Nos

Dia

Area(mm2)

Pt%

4

12

452.39mm2

0.72%

DESIGN OF GATE PILLAR (250 x 300) Size of RCC Gate PILLAR (250mm x 300mmX2000 mm Ht.in 2 parts) 2.9mx2m ht. Size of each shutter = MS Angle 50x50x6mm all‐round =2(2.9x2) x4.5 = 44 kg MS sheet 3mmthk. 2.9x2x0.03 x7850 = 137 kg Aldrop etc., = 19 kg Total weight = 200 kg Assuming hold fasts of 20 mm dia. MS Rounds 2 in each hold fast Moment in hold fast with 100 mm lever arm hanging out 100 mm from column =200/2x0.15=15kgmet, bending stress in hold fast double bars= (15/2x32x10^2)/ (3.14x2^3) =955.4 kg/sqcm< 1500 permissible ok Self weight of column (230x300) 0.23x0.3x3x2500= 518 kg, Weight of gate shutter = 200 kg Total weight of column = 718 kg Moment transferred by gate through hold fast= 100 x (0.1+0.15) = 25 kgm Moment due to wind force @ 120 kg/sqm =0.3x2x120x2= 144 kgm Direct stress Pd+ bending stress in column Pbx/Pby Pd= 718/23x30= 1.04 kg /sqcm< 60 ok Pbx= 25x6/23x30^3=0.00024 kg/sqcm< 18 ok negligible Pby= 144x6x100/30x23^3=0.236 kg/sqcm< 18

However Provide 6 no. Y12 bars 3 on each longer face, Y8 ties@ 200 mm c/c Provide 1000x1000mm x 300 mm thk. RCC Footing with 0.15% reinf;i.e; Y10 @ 150 c/c both ways at bottom.

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DESIGN OF SQUARE FOOTING-BOUNDARY WALL DESCRIPTION DATA:

Safe bearing capacity of soil Sbc Grade of concrete in footing Fcki Grade of concrete in pedestal Fckii Yield strength of steel Fe Size of pedestal(square) Lii cover to main steel Ec

150.0 kn/sqm 25 N/sqmm 25 N/sqmm 415 N/sqmm 230 mm Eff. 50 mm

Loading Load on the column Wi Moment on major axis Mxi

70.489 kn 0 Knm

Moment on minor axis 0

1.246 Knm

Size of footing Required 900 mm Depth of footing Required D 300 mm Dia. of Reinforcement dsi 10 mm Spacing of Reinforcement Si 150 mm < 157 DEPTH O.K

DESIGN OF SQURE FOOTING BOUNDARY WALL: DATA:

Safe bearing capacity of soil 150 Grade of concrete in footing Grade of concrete in pedestal Yield strength of steel Size of pedestal(square) Size of footing Overall depth of footing Eff. cover to main steel Dia. of main steel bar

Sbc 150 kn/sqm Fcki 25 N/sqmm Fckii 25 N/sqmm Fe 415 N/sqmm Lii 230 mm Li 900 mm D 300 mm Ec 50 mm dsi 10 mm

Spacing of main steel bars Loading case Load on the column Moment on major axis

Si 200 mm

Moment on minor axis Modulus of section Zx=Zy (li/100)^3/6

Myi 1.246 Knm

Wi 34.149 kn Mxi 1 Knm

Zx 0.07 m3 7



Zy 0.07 m3 ALLOWABLE UPWARD PRESSURE: 1.1*wi/(li/100*li/100)+mxi/zx+myi/zy 1.1*wi/(li/100*li/100)- mxi/zx-myi/zy upward pressure

Pmaxi 102.074 Kn/sqm Pmini 31.485 Kn/sqm Maximum Pumaxi 102.074 Kn/sqm < 150

SIZE PROVIDED IS SAFE NET PRESSURE: wi/(li/100*li/100)+mxi/zx+myi/zy mxi/zx-myi/zy

Pmaxi 92.794 Kn/sqm wi/(li/100*li/100)Pmini 28.6227 Kn/sqm Maximum net upward pressure Pumaxi 92.794 Kn/sqm < 150

Factored Maximum net upward pressure = 1.5*PI Design max upward pressure Bending moment at the face of pedestal

=139.191 DESIGN: Qu 139.191 Kn/sqm

qu*(li/100*(li/100-lii/100)^2)/8 Length/Width of footing

Mi 3.52 Knm bi 750 mm

Approximate Depth required from Shear Consideration 14.51 0.33 Provided Total Depth

130 mm D 300

Provided Eff. depth

di 250 mm

D-Ec

Area of steel required (bi*10*di*10*50/100)*(1-@sqrt(1-(4.6*mi*10^6)/(fcki*bi*10*di*di*100)))/(fe/fcki) Ast 39.01 sqmm Ast 375 sqmm

Minimum Steel : 0.2%ofArea Minimum Spacing of bars (@pi*dsi^2/4*li*10/ast)/10

157 mm c/c Provide 10 mm bars @ 150 mm c/c

Check for one way shear: Critical section for oneway shear is at a distance of "di" from face of the pedestal Shear force at critical section qu*li/100*((li-lii)/200-di /100) Vi 1 Kn Footing Width at critical section Li bii 750 mm Depth at critical section di 250 mm Shear stress Vi*1000/(bii*10*dc*10) towu 0.00 n/sqmm Percentage of steel at critical section bii*10*@pi*dsi^2/4*100/(si*10*bii*10*dc*10) pt 0.16 @max((0.8*fcki)/(6.89*pt),1.0) beeta 18.48 Permisible shear stress (0.85*@sqrt(0.8*fcki)*(@sqrt(1+5*beeta)-1.0))/(6*beeta) c 0.30

N/sqmm CHECK: @if(towutowui,"safe","Not safe") SAFE

c 1.25

N/sqmm

Load transfer from Column to Footing: 8



Nominal bearing stress in column concrete 1.5*Wi*1000/(Lii*Lii) Allowable bearing stress 0.45*Fckii

0.96 N/sqmm 11.25 N/sqmm SAFE

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1a Boundary Wall Design Calculation

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