DESIGN BRIEF

DESIGN SUMMARY

Height of Compound wall 2.4m

DEAD LOADS:Unit Weight of Concrete 25 kN/cumUnit Weight of Brick Work 19.2 kN/cum

WIND LOADS:Wind Speed39 m/sFOUNDATION SBC 150 kN/sq.m.

MATERIALS:Concrete M-25 Grade ReinforcementFe 500 Grade.

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STAAD SPACE COMPOUND WALLSTART JOB INFORMATIONENGINEER DATE 16-7-15END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 0; 2 3.23 0 0; 3 6.46 0 0; 4 9.69 0 0; 5 12.92 0 0; 6 16.15 0 0;7 19.38 0 0; 8 22.61 0 0; 9 25.84 0 0; 10 29.07 0 0; 11 32.3 0 0; 12 0 1.5 0;13 3.23 1.5 0; 14 6.46 1.5 0; 15 9.69 1.5 0; 16 12.92 1.5 0; 17 16.15 1.5 0;18 19.38 1.5 0; 19 22.61 1.5 0; 20 25.84 1.5 0; 21 29.07 1.5 0; 22 32.3 1.5 0;23 0 4 0; 24 3.23 4 0; 25 6.46 4 0; 26 9.69 4 0; 27 12.92 4 0; 28 16.15 4 0;29 19.38 4 0; 30 22.61 4 0; 31 25.84 4 0; 32 29.07 4 0; 33 32.3 4 0;MEMBER INCIDENCES1 1 12; 2 2 13; 3 3 14; 4 4 15; 5 5 16; 6 6 17; 7 7 18; 8 8 19; 9 9 20;10 10 21; 11 11 22; 101 12 23; 102 13 24; 103 14 25; 104 15 26; 105 16 27;106 17 28; 107 18 29; 108 19 30; 109 20 31; 110 21 32; 111 22 33; 1001 12 13;1002 13 14; 1003 14 15; 1004 15 16; 1005 16 17; 1006 17 18; 1007 18 19;1008 19 20; 1009 20 21; 1010 21 22; 2001 23 24; 2002 24 25; 2003 25 26;2004 26 27; 2005 27 28; 2006 28 29; 2007 29 30; 2008 30 31; 2009 31 32;2010 32 33;*27 31.09 0 7.49;DEFINE MATERIAL STARTISOTROPIC CONCRETEE 2.17185e+007POISSON 0.17DENSITY 24ALPHA 1e-005DAMP 0.05END DEFINE MATERIALCONSTANTSBETA 90 MEMB 1 TO 11 101 TO 111MATERIAL CONCRETE ALLMEMBER PROPERTY AMERICAN1001 TO 1010 PRIS YD 0.3 ZD 0.232001 TO 2010 PRIS YD 0.175 ZD 0.381 TO 11 101 TO 111 PRIS YD 0.3 ZD 0.23SUPPORTS1 TO 11 FIXEDDEFINE WIND LOADTYPE 1*Vb=44m/s*K1=0.73 AS PER TABLE 1 OF IS 875*K2=1.05 AS PER TABLE 2 OF IS 875 CLASS A & CATEGORY 1*K3=1*Vz=0.73*1.05*1*44=34 m/s*Pz=0.6*34*34=0.7 kN/Sq.m*Drag Coefft.Cf= 1.2 as per Table 24 of IS 875*Design Wind Pr. = 1.2*0.7 = 0.84 kN/sq.mINT 0 0.84 HEIG 1.5 4LOAD 1 LOADTYPE Dead TITLE DLSELFWEIGHT Y -1 MEMBER LOAD1001 TO 1010 UNI GY -9.7LOAD 2 LOADTYPE Wind TITLE WIND LOAD IN +VE Z DIRECTIONWIND LOAD Z 1 TYPE 1LOAD 3 LOADTYPE Wind TITLE WIND LOAD IN -VE Z DIRECTIONWIND LOAD Z -1 TYPE 1*UnfactoredLOAD COMB 4 DL1 1.0 LOAD COMB 5 DL+WL(Z)1 1.0 2 1.0 LOAD COMB 6 DL-WL(Z)1 1.0 3 1.0 *FactoredLOAD COMB 7 DL1 1.5 LOAD COMB 8 1.5DL+1.5WL(Z)1 1.5 2 1.5 LOAD COMB 9 1.5DL-1.5WL(Z)1 1.5 3 1.5 LOAD COMB 10 0.9DL+1.5WL(Z)1 0.9 2 1.5 LOAD COMB 11 0.9DL-1.5WL(Z)1 0.9 3 1.5 PERFORM ANALYSISLOAD LIST 4 TO 6PRINT SUPPORT REACTIONLOAD LIST 7 TO 11START CONCRETE DESIGNCODE INDIANFC 25000 ALLFYMAIN 500000 ALLFYSEC 500000 ALLTORSION 1 MEMB 1001 TO 1010 2001 TO 2010DESIGN BEAM 1001 TO 1010DESIGN COLUMN 1 TO 11 101 TO 111TORSION 1 MEMB 1001 TO 1010 2001 TO 2010END CONCRETE DESIGNFINISH

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WHOLE STRUCTURE

SUPPORT NODE NUMBERS

COLUMN NUMBERS

PLINTH BEAM NUMBERS

TOP BEAM NUMBERS

SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

1 4 3.85 26.19 0.00 0.00 0.00 -1.76 5 3.85 26.19 -3.90 -12.44 0.43 -1.76 6 3.85 26.19 3.90 12.44 -0.43 -1.76 2 4 -0.72 49.92 0.00 0.00 0.00 0.42 5 -0.72 49.92 -6.25 -16.31 0.30 0.42 6 -0.72 49.92 6.25 16.31 -0.30 0.42 3 4 -0.10 48.31 0.00 0.00 0.00 0.10 5 -0.10 48.31 -6.72 -17.91 0.13 0.10 6 -0.10 48.31 6.72 17.91 -0.13 0.10 4 4 -0.11 48.49 0.00 0.00 0.00 0.09 5 -0.11 48.49 -6.81 -18.52 0.05 0.09 6 -0.11 48.49 6.81 18.52 -0.05 0.09 5 4 -0.05 48.47 0.00 0.00 0.00 0.04 5 -0.05 48.47 -6.83 -18.71 0.01 0.04 6 -0.05 48.47 6.83 18.71 -0.01 0.04 6 4 0.00 48.47 0.00 0.00 0.00 0.00 5 0.00 48.47 -6.82 -18.75 0.00 0.00 6 0.00 48.47 6.82 18.75 0.00 0.00 7 4 0.05 48.47 0.00 0.00 0.00 -0.04 5 0.05 48.47 -6.83 -18.71 -0.01 -0.04 6 0.05 48.47 6.83 18.71 0.01 -0.04 8 4 0.11 48.49 0.00 0.00 0.00 -0.09 5 0.11 48.49 -6.81 -18.52 -0.05 -0.09 6 0.11 48.49 6.81 18.52 0.05 -0.09 9 4 0.10 48.31 0.00 0.00 0.00 -0.10 5 0.10 48.31 -6.72 -17.91 -0.13 -0.10 6 0.10 48.31 6.72 17.91 0.13 -0.10 10 4 0.72 49.92 0.00 0.00 0.00 -0.42 5 0.72 49.92 -6.25 -16.31 -0.30 -0.42 6 0.72 49.92 6.25 16.31 0.30 -0.42 11 4 -3.85 26.19 0.00 0.00 0.00 1.76 5 -3.85 26.19 -3.90 -12.44 -0.43 1.766 -3.85 26.19 3.90 12.44 0.43 1.76

FOOTING F1 (DL)

Concrete Fck = 25 N/Sq.mmSteel Fy= 500 N/Sq.mmSBC of Soil = 150 Kn/Sq.mLoad on Footing = 55 KnMoment, Mx= 10.0 Kn-mMoment, My= 5.0 Kn-mArea of Footing = 1.1 X 55/150 = 0.4 Sq.mSize of Footing = 1050 X 1050 mmNetupward Pressure= 55 /(1.050 X 1.050)+ 6 X 10.0/(1.050 X 1.050 X 1.050)+ 6 X 5.0 /(1.050 X 1.050 X 1.050)= 127.6 Kn/Sq.mTotal Depth of Footing= 225 mmEffective Depth = 225 - 50= 165 mmWidth of Pedestal = 230 mmCantilever Length = (1050 - 230)/2= 410 mmCantilever Moment = (1.5 *127.6 X 1.050 X 0.410 X 0.410)/2= 16.90 Kn-mmMu/bd2 = 16.90 X 10^6/(1050 X 165 X 165 )= 0.59 Percentage of Steel= 0.20 Area of Steel = 0.20 X 1050 X 165 /100= 346 Sq.mmDia of Bars= 10 mmNO of Bars= 5 One Way Shear Force = (0.410 - 0.165) X 1.5 X 127.6 X 1.050= 49 KnOne Way Shear Stress = 49 X 1000 / (1050 X 165 )= 0.28 N/Sq.mmPermissible Stress= 0.35 N/Sq.mm HENCE SAFETwo Way Shear Force= 1.5 X 127.6 X (1.050 X 1.050 - (0.230 + 0.165) X (0.230 + 0.165)= 181.2 KnTwo Way Shear Stress= 181.2 X 1000 / (4 X (230 + 165 ) X 165 )= 0.70 N/Sq.mmPermissible Stress= 1.25 N/Sq.mm HENCE SAFE

FOOTING F1 (DL+WL)

Concrete Fck = 25 N/Sq.mmSteel Fy= 500 N/Sq.mmSBC of Soil = 187 Kn/Sq.mLoad on Footing = 55 KnMoment, Mx= 20.0 Kn-mMoment, My= 5.0 Kn-mArea of Footing = 1.1 X 55/187 = 0.3 Sq.mSize of Footing = 1050 X 1050 mmNetupward Pressure= 55 /(1.050 X 1.050)+ 6 X 20.0/(1.050 X 1.050 X 1.050)+ 6 X 5.0 /(1.050 X 1.050 X 1.050)= 179.5 Kn/Sq.mTotal Depth of Footing= 250 mmEffective Depth = 250 - 60= 190 mmWidth of Pedestal = 230 mmCantilever Length = (1050 - 230)/2= 410 mmCantilever Moment = (1.5 *179.5 X 1.050 X 0.410 X 0.410)/2= 23.76 Kn-mmMu/bd2 = 23.76 X 10^6/(1050 X 190 X 190 )= 0.63 Percentage of Steel= 0.20 Area of Steel = 0.20 X 1050 X 190 /100= 399 Sq.mmDia of Bars= 10 mmNO of Bars= 6 One Way Shear Force = (0.410 - 0.190) X 1.5 X 179.5 X 1.050= 62 KnOne Way Shear Stress= 62 X 1000 / (1050 X 190 )= 0.31 N/Sq.mmPermissible Stress= 0.36 N/Sq.mm HENCE SAFETwo Way Shear Force= 1.5 X 179.5 X (1.050 X 1.050 - (0.230 + 0.190) X (0.230 + 0.190)= 249.3 KnTwo Way Shear Stress= 249.3 X 1000 / (4 X (230 + 190 ) X 190 )= 0.78 N/Sq.mmPermissible Stress= 1.25 N/Sq.mm HENCE SAFE

COLUMN GROUPING

FILE : cwall.anl

M25 Fe500 (Main) Fe500 (Sec.)

---------------------------------------------------------------------------- S.No. NO. SIZE PLINTH GROUND CRITICAL---------------------------------------------------------------------------- 1 1 230 X 300 352 243 352 2 2 230 X 300 416 178 416 3 3 230 X 300 475 205 475 4 4 230 X 300 499 216 499 5 5 230 X 300 505 220 505 6 6 230 X 300 508 221 508 7 7 230 X 300 505 220 505 8 8 230 X 300 499 216 499 9 9 230 X 300 475 205 475 10 10 230 X 300 416 178 416 11 11 230 X 300 352 243 352 ----------------------------------------------------------------------------

SUMMARY OF BEAM DETAILSFILE : cwall.anlM25 Fe500 (Main) Fe500 (Sec.)------------------------------------------------------------------------------- SNO. BEAM MIX LENGTH SIZE SUPPORT SPAN SUPPORT-------------------------------------------------------------------------------

1 1001 M25 3230 230 X 300 117 0 148 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

2 1002 M25 3230 230 X 300 136 0 130 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

3 1003 M25 3230 230 X 300 130 0 132 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

4 1004 M25 3230 230 X 300 131 0 132 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

5 1005 M25 3230 230 X 300 131 0 131 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

6 1006 M25 3230 230 X 300 131 0 131 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

7 1007 M25 3230 230 X 300 132 0 131 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

8 1008 M25 3230 230 X 300 132 0 130 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

9 1009 M25 3230 230 X 300 130 0 136 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

10 1010 M25 3230 230 X 300 148 0 105 (Top)0 105 0 (Bottom)2-8-200 2-8-200 2-8-200 (Stirrups)

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