Apartment Concrete Analysis

Project : PROPOSED FIVE UNIT APARTMENTLocation : General Santos CityOwner : DR. SYLVAN SILVA

Engineer : CONRADO C. CUCIO

Subject : STRUCTURAL DESIGN AND ANALYSIS

Concrete: f'c = 20.7 MPa. n = 9 Ec = 21.3 GPa. Wc = 24 KN/cu.m.

Steel:k = 0.65

fs = 110.32 MPa. Fy = 275.8 MPa. Es = 200 GPa. Ws = 7834 Kg/cu.m.

Dead Load: Partition = 2.2 KPa. 4" thk. Partition = 2.7 KPa. 6" thk.

Ceiling = 0.3 KPa. Roof = 0.5 KPa.

Live Load :Live Load = 2 KPa.

Soil Pressure = 195 KPa.Wind Pressure = 30 psf

= 1.45 KPa.

Prepared by:

Conrado C. CucioCivil EngineerPRC No. 52279

DESIGN CRITERIA:

Dr Silva Truss Analysis.sdb SAP2000 v16.0.0 - License #Model geometry 25 March 2014

Page 1 of 8

SAP2000 Structural Analysis Report

Owner: Dr. Sylvan Dondi Silva

Project: Proposed Five Unit Apartment

Contractor: LHE Construction & Engineering Services

Conrado C. CucioRectangle


Page 2 of 8



Page 3 of 8

Model geometryThis section provides model geometry information, including items such as joint coordinates, joint restraints, and elementconnectivity.

XY XZ

YZ

Figure 1: Finite element model

Material propertiesThis section provides material property information for materials used in the model.

Material Properties 02 - Basic Mechanical PropertiesTable 5: Material Properties 02 - Basic Mechanical Properties

Material UnitWeight UnitMass E1 G12 U12 A1KN/m3 KN-s2/m4 KN/m2 KN/m2 1/C

4000Psi 2.3563E+01 2.4028E+00 24855578.06 10356490.86 0.200000 9.9000E-06A36 7.6973E+01 7.8490E+00 199947978.8 76903068.77 0.300000 1.1700E-05

Material Properties 03a - Steel Data,Table 6: Material Properties 03a - Steel Data, Part 1 of 2

Material Fy Fu EffFy EffFu SSCurveOpt SSHysType SHard SMaxKN/m2 KN/m2 KN/m2 KN/m2

A36 344737.89 448159.26 379211.68 492975.19 Simple Kinematic 0.015000 0.110000


Dr Silva Truss Analysis.sdb SAP2000 v16.0.0 - License #Section properties 25 March 2014

Page 4 of 8

Section propertiesThis section provides section property information for objects used in the model.

Frames

Frame Section PropertiesTable 8: Frame Section Properties 01 - General, Part 1 of 7

SectionName Material Shape t3 t2 tf twm m m m

2L2X2X1/4 A36 Double Angle 0.050800 0.101600 0.006350 0.0063502L2X2X3/16 A36 Double Angle 0.050800 0.101600 0.004763 0.004763

FSEC1 A36 I/Wide Flange 0.304800 0.127000 0.009652 0.006350L2X2X3/16 A36 Angle 0.050800 0.050800 0.004763 0.004763

Structure resultsThis section provides structure results, including items such as structural periods and base reactions.

XY XZ

YZ

Figure 2: Deformed shape


SAP2000

SAP2000 v16.0.0 - File:Dr Silva Truss Analysis - Moment 3-3 Diagram (DSTL1) - KN, m, C Units

3/25/14 10:33:30

SAP2000

SAP2000 v16.0.0 - File:Dr Silva Truss Analysis - Axial Force Diagram (DSTL1) - KN, m, C Units

3/25/14 10:33:59

Dr Silva Truss Analysis.sdb SAP2000 v16.0.0 - License #Structure results 25 March 2014

Page 5 of 8

TABLE: Frame SectionAssignmentsFrame SectionType AutoSelect AnalSect DesignSect MatPropText Text Text Text Text Text1 Angle N.A. L2X2X3/16 L2X2X3/16 Default2 Angle N.A. L2X2X3/16 L2X2X3/16 Default3 Angle N.A. L2X2X3/16 L2X2X3/16 Default4 Angle N.A. L2X2X3/16 L2X2X3/16 Default5 Angle N.A. L2X2X3/16 L2X2X3/16 Default6 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default7 Angle N.A. L2X2X3/16 L2X2X3/16 Default8 Angle N.A. L2X2X3/16 L2X2X3/16 Default9 Angle N.A. L2X2X3/16 L2X2X3/16 Default10 Angle N.A. L2X2X3/16 L2X2X3/16 Default11 Angle N.A. L2X2X3/16 L2X2X3/16 Default12 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default13 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default14 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default15 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default16 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default17 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default18 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default19 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default20 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default21 Double Angle N.A. 2L2X2X1/4 2L2X2X1/4 Default22 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default23 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default24 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default25 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default26 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default27 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default28 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default29 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default30 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default31 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default32 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default33 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default35 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default38 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default42 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default43 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default44 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default45 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default



Page 6 of 8

46 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default47 Double Angle N.A. 2L2X2X3/16 2L2X2X3/16 Default

TABLE: Joint Loads - ForceJoint LoadPat CoordSys F1 F2 F3 M1 M2 M3Text Text Text KN KN KN KN-m KN-m KN-m2 WIND GLOBAL 0 0 -2.5 0 0 02 WIND GLOBAL 2 0 0 0 0 04 WIND GLOBAL 0 0 -5 0 0 04 WIND GLOBAL 2 0 0 0 0 06 WIND GLOBAL 0 0 -5 0 0 06 WIND GLOBAL 2 0 0 0 0 08 WIND GLOBAL 0 0 -5 0 0 08 WIND GLOBAL 2 0 0 0 0 010 WIND GLOBAL 0 0 -5 0 0 010 WIND GLOBAL 2 0 0 0 0 012 WIND GLOBAL 0 0 -2.5 0 0 012 WIND GLOBAL 2 0 0 0 0 0

TABLE: Steel Design 1 - Summary Data - AISC 360-10Frame DesignSect DesignType Status Ratio Combo Location ErrMsg WarnMsgText Text Text Text Unitless Text m Text Text

1 L2X2X3/16 Column No Messages 0.52795 DSTL2 0.25No

MessagesNo

Messages

2 L2X2X3/16 Column No Messages 0.297205 DSTL2 0No

MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages

6 2L2X2X3/16 Column No Messages 0.0795 DSTL7 0No

MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages11 L2X2X3/16 Column No Messages 0.269368 DSTL2 0.25 No No



Page 7 of 8

Messages Messages

12 2L2X2X1/4 Beam No Messages 0.175521 DSTL7 1.07No

MessagesNo

Messages

13 2L2X2X1/4 Beam No Messages 0.362799 DSTL7 0No

MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages

22 2L2X2X3/16 Brace No Messages 0.459431 DSTL2 1.08674No

MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages

25 2L2X2X3/16 Brace No Messages 0.359092 DSTL2 0No

MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages38 2L2X2X3/16 Brace No Messages 0.067219 DSTL7 0 No No



Page 8 of 8

Messages Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages


MessagesNo

Messages

TABLE: Steel Design 8 - Brace Max Axial Load - AISC 360-10Frame DesignSect ComboComp PMaxComp ComboTens PMaxTensText Text Text KN Text KN22 2L2X2X3/16 DSTL2 -65.433 DSTL2 -65.41723 2L2X2X3/16 DSTL2 -79.766 DSTL2 -79.7524 2L2X2X3/16 DSTL2 -76.636 DSTL2 -76.6225 2L2X2X3/16 DSTL2 -66.289 DSTL2 -66.27326 2L2X2X3/16 DSTL2 -52.21 DSTL2 -52.19427 2L2X2X3/16 DSTL2 -55.41 DSTL2 -55.42628 2L2X2X3/16 DSTL2 -53.382 DSTL2 -53.39929 2L2X2X3/16 DSTL2 -49.975 DSTL2 -49.99130 2L2X2X3/16 DSTL2 -43.876 DSTL2 -43.89231 2L2X2X3/16 DSTL2 -31.271 DSTL2 -31.28832 2L2X2X3/16 DSTL2 -16.813 DSTL2 -16.74333 2L2X2X3/16 DSTL2 11.083 DSTL2 11.12135 2L2X2X3/16 DSTL3 -5.029 DSTL3 -4.9638 2L2X2X3/16 DSTL2 12.944 DSTL2 12.98142 2L2X2X3/16 DSTL3 -4.301 DSTL3 -4.21543 2L2X2X3/16 DSTL2 6.869 DSTL2 6.92244 2L2X2X3/16 DSTL2 30.302 DSTL2 30.32345 2L2X2X3/16 DSTL2 -23.384 DSTL2 -23.29846 2L2X2X3/16 DSTL3 7.43 DSTL3 7.48447 2L2X2X3/16 DSTL2 60.608 DSTL2 60.629


SAP2000

SAP2000 v16.0.0 - File:Dr Silva Structural Analysis - 3-D View - KN, m, C Units

3/25/14 14:30:03

SAP2000

SAP2000 v16.0.0 - File:Dr Silva Structural Analysis - Moment 3-3 Diagram (DCON1) - KN, m, C Units

3/25/14 13:21:43

SAP2000

SAP2000 v16.0.0 - File:Dr Silva Structural Analysis - Shear Force 2-2 Diagram (DCON1) - KN, m, C Units

3/25/14 13:22:36

SAP2000

SAP2000 v16.0.0 - File:Dr Silva Structural Analysis - Axial Force Diagram (DCON1) - KN, m, C Units

3/25/14 13:23:08

TABLE: Element Forces - FramesFrame CaseType P V2 M2 V3 M3Text Text KN KN KN-m KN KN-m1 LinStatic 111.496 3.052E-14 -241.2522 -124.535 5.628E-142 LinStatic 25.941 1.185E-14 52.7746 -23.393 -2.11E-144 LinStatic -54.119 -3.415E-15 -255.9288 -140.248 -5E-155 LinStatic -12.416 -3.781E-15 89.3226 -57.512 5.727E-156 LinStatic -57.376 -1.223E-14 -221.8152 -110.217 -1.53E-147 LinStatic -13.525 -1.555E-14 41.4626 -14.095 1.875E-148 LinStatic 111.496 3.312E-14 -241.2522 -124.535 5.748E-149 LinStatic 25.941 2.126E-14 52.7746 -23.393 -3.27E-1410 LinStatic -54.119 -4.079E-15 -255.9288 -140.248 -4.96E-1511 LinStatic -12.416 -7.352E-15 89.3226 -57.512 1.024E-1412 LinStatic -57.376 -1.152E-14 -221.8152 -110.217 -1.37E-1413 LinStatic -13.525 -1.769E-14 41.4626 -14.095 2.206E-1414 LinStatic 111.496 2.494E-14 -241.2522 -124.535 4.443E-1415 LinStatic 25.941 1.355E-14 52.7746 -23.393 -2.18E-1416 LinStatic -54.119 8.345E-16 -255.9288 -140.248 2.409E-1517 LinStatic -12.416 -1.795E-15 89.3226 -57.512 2.622E-1518 LinStatic -57.376 -1.307E-15 -221.8152 -110.217 -4.51E-1619 LinStatic -13.525 -3.672E-15 41.4626 -14.095 4.994E-1520 LinStatic 111.496 1.586E-14 -241.2522 -124.535 2.937E-1421 LinStatic 25.941 5.318E-15 52.7746 -23.393 -9.38E-1522 LinStatic -54.119 5.235E-15 -255.9288 -140.248 9.71E-1523 LinStatic -12.416 1.764E-15 89.3226 -57.512 -2.68E-1524 LinStatic -57.376 2.909E-15 -221.8152 -110.217 6.761E-1525 LinStatic -13.525 -3.467E-16 41.4626 -14.095 -3.99E-1626 LinStatic 111.496 4.979E-15 -241.2522 -124.535 1.274E-1427 LinStatic 25.941 -1.031E-14 52.7746 -23.393 1.35E-1428 LinStatic -54.119 1.046E-14 -255.9288 -140.248 1.769E-1429 LinStatic -12.416 9.338E-15 89.3226 -57.512 -1.39E-1430 LinStatic -57.376 8.501E-15 -221.8152 -110.217 1.529E-1431 LinStatic -13.525 7.747E-15 41.4626 -14.095 -1.23E-1432 LinStatic 111.496 1.242E-15 -241.2522 -124.535 6.117E-1533 LinStatic 25.941 -1.335E-14 52.7746 -23.393 1.815E-1434 LinStatic -54.119 1.2E-14 -255.9288 -140.248 2.052E-1435 LinStatic -12.416 1.053E-14 89.3226 -57.512 -1.56E-1436 LinStatic -57.376 1.025E-14 -221.8152 -110.217 1.853E-1437 LinStatic -13.525 8.444E-15 41.4626 -14.095 -1.34E-1438 LinStatic -178.858 85.555 -3.23E-13 -1.52E-13 182.440239 LinStatic -96.122 43.851 2.563E-13 -8.035E-14 -139.90340 LinStatic -178.858 85.555 -5.03E-13 -2.4E-13 182.440241 LinStatic -96.122 43.851 3.787E-13 -1.208E-13 -139.90342 LinStatic -178.858 85.555 -1.9E-13 -9.183E-14 182.440243 LinStatic -96.122 43.851 1.446E-13 -4.678E-14 -139.90344 LinStatic -178.858 85.555 5.853E-14 2.855E-14 182.440245 LinStatic -96.122 43.851 -3.47E-14 1.159E-14 -139.90346 LinStatic -178.858 85.555 4.13E-13 1.98E-13 182.440247 LinStatic -96.122 43.851 -3E-13 9.631E-14 -139.903

TABLE: Element Forces - FramesFrame CaseType P V2 M2 V3 M3Text Text KN KN KN-m KN KN-m48 LinStatic -178.858 85.555 4.792E-13 2.216E-13 182.440249 LinStatic -96.122 43.851 -3.77E-13 1.154E-13 -139.90350 LinStatic -71.607 25.941 -3.82E-13 -1.803E-13 52.774651 LinStatic -14.095 13.525 3.021E-13 -9.494E-14 -41.462652 LinStatic -71.607 25.941 -6E-13 -2.865E-13 52.774653 LinStatic -14.095 13.525 4.497E-13 -1.436E-13 -41.462654 LinStatic -71.607 25.941 -2.65E-13 -1.27E-13 52.774655 LinStatic -14.095 13.525 1.993E-13 -6.407E-14 -41.462656 LinStatic -71.607 25.941 1.442E-14 6.822E-15 52.774657 LinStatic -14.095 13.525 -6.03E-15 1.855E-15 -41.462658 LinStatic -71.607 25.941 5.284E-13 2.522E-13 52.774659 LinStatic -14.095 13.525 -3.94E-13 1.251E-13 -41.462660 LinStatic -71.607 25.941 6.574E-13 3.072E-13 52.774661 LinStatic -14.095 13.525 -5.08E-13 1.574E-13 -41.462662 LinStatic -1.417E-13 2.22E-14 4.121E-13 2.132E-13 4.352E-1463 LinStatic -3.76E-13 1.71E-14 2.558E-13 1.847E-13 3.02E-1464 LinStatic -4.686E-13 6.661E-15 -1.71E-13 -6.395E-14 1.243E-1465 LinStatic -4.357E-13 3.775E-15 -7.96E-14 1.421E-14 -8.26E-1566 LinStatic -2.3E-13 -1.843E-14 5.173E-13 -3.055E-13 3.393E-1467 LinStatic 6.696E-14 -1.377E-14 -3.86E-13 2.984E-13 1.716E-1468 LinStatic 1.844E-13 -6.772E-15 -4.72E-13 2.416E-13 1.328E-1469 LinStatic 2.271E-13 -2.998E-15 -1.56E-13 -7.105E-14 -5.55E-1570 LinStatic 2.09E-13 -1.11E-15 -7.11E-14 0 2.887E-1571 LinStatic 1.034E-13 9.104E-15 -7.39E-13 -4.192E-13 1.599E-1472 LinStatic 7.641E-14 -3.22E-14 -2.73E-13 1.705E-13 5.729E-1473 LinStatic 1.979E-13 -3.997E-15 2.274E-13 1.563E-13 -2.89E-1574 LinStatic 2.369E-13 -3.442E-15 1.052E-13 -9.237E-14 5.951E-1575 LinStatic 2.227E-13 -1.221E-15 2.842E-14 4.974E-14 -1.11E-1576 LinStatic 1.195E-13 9.215E-15 4.349E-13 -2.629E-13 -1.72E-1477 LinStatic -1.699E-13 9.104E-15 4.832E-13 2.345E-13 1.776E-1478 LinStatic -4.338E-13 7.994E-15 -4.92E-13 2.274E-13 -1.48E-1479 LinStatic -5.486E-13 2.331E-15 -1.28E-13 -3.553E-14 3.997E-1580 LinStatic -5.328E-13 1.554E-15 -2.36E-13 8.527E-14 -3.82E-1581 LinStatic -2.951E-13 -1.232E-14 -9.38E-13 -5.045E-13 -2.2E-1482 LinStatic 7.536E-14 -5.94E-15 -5.49E-13 3.34E-13 1.039E-1483 LinStatic 2.074E-13 -3.386E-15 4.832E-13 2.984E-13 -5.66E-1584 LinStatic 2.598E-13 -1.277E-15 -2.63E-14 -1.421E-14 2.023E-1585 LinStatic 2.531E-13 -4.996E-16 -1.31E-13 2.842E-14 1.688E-1586 LinStatic 1.437E-13 5.995E-15 -1.15E-12 -6.395E-13 1.066E-1487 LinStatic 7.853E-14 -1.166E-14 -3.38E-13 2.203E-13 2.054E-1488 LinStatic 2.067E-13 -2.887E-15 2.842E-13 1.99E-13 -4.33E-1589 LinStatic 2.666E-13 -1.055E-15 1.137E-14 -4.263E-14 2.132E-1590 LinStatic 2.688E-13 -2.776E-16 7.105E-14 9.237E-14 3.331E-1691 LinStatic 1.515E-13 6.106E-15 7.987E-13 -4.547E-13 -1.12E-14

DESIGN OF COLUMN ( C-1 ) Msx = 129.209 Msy = 50.277

S (mm^3) (x) = 13.871 x 10^6 S (mm^3) (y) = 5.397 x 10^6

ea (mm)(x)= 56.939 ea (mm)(y)= 22.156

Balance Eccentricity: ebx (mm) = 103.411 eby (mm) = 30.682

Since e > eb use P/Pb = (M - Mo)/(Mb - Mo) (Tension Govern )from fa/Fa + fb/Fb

DESIGN DATA:

fy(MPa) = 275.8fs(MPa) = 110.32f'c(MPa) = 20.7fc(MPa) = 9.315

n = 9Axial Load P (KN) = 111.496

Moment (X-Axis)(KN-m) = 241.2522Moment (Y-Axis)(KN-m) = 8.91

Column Height (m) = 3.3Effective Length Factor, K = 1

Size of Column:(x-dir ) b = 200 > 200mm OK!( y-dir ) h = 400 > 200mm OK!

d' = 75 No. of Longitudinal Bars = 16 > 4 bars OK!

Size of Longitudinal Bars (mm) = 16 > 16 mm OK! Tie Reinforcement = 10 > 10 mm OK!

< 16 mm OK! Rho g = 4.021 not less than 1% OK!

less than 8% OK! m = 15.675

No. of bars per face (x) = 3No. of bars per face (y) = 3

d (x) = 325 d (y) = 125

Ag = 80000 sq.mm.As = 3216.896 sq.mm.

ebx = eby (mm) = 137.81

DESIGN CRITERIA:

Region III: ( ey > eb ) - Tension Govern @ Y - directionRegion III: ( ex > eb ) - Tension Govern @ X - directionActual Eccentricity:

ex (mm) = 2163.774 ey (mm) = 79.913

Actual Minimum Eccentricity: ea (mm) = (1/Pa - 1/Pm)*Ms

Allow. Axial Load Pa = 653.564 KN > 111.496 OK!Maximum Axial Load Pm = 917.939 KN > 111.496 OK!

Ms (KN-m) = Fb * S Fb = 9.315

DESIGN OF COLUMN ( C-1 )Y

X

b

h

DESIGN DATA: fy = 276.5fs(MPa) = 110.6f'c(MPa)= 21fc(MPa) = 9.45

n = 9Max. Axial Load P (KN)= 117.83 (+ Wt. of Col.)

Size of Column: b= 200 (mm) d= 400

Allow. soil bearing = 250 KPaDiameter of Bar (mm) = 16

DESIGN PROPERTIES: Ht. of column = 3.3 m k = 0.435 j = 0.855

R = 1.756 Mpa

Weight of Footing say 8%P = 9.427 KN say 15 KN

Required Area of Footing = 0.51 sq.m. L x W = 0.51 sq.m. 1.44 sq.m.

L = 1.2 m say L = 1.2 m W = 1.2 m say W = 1.2 m

Net Soil Pressure = 81.8 say 85 KPa

Thickness of Footing:a. By punching shear:

vpc= 0.779 MPa vpa = Vp / ( bo d ) 3117.151473 623.63029 -122400000

Required d (punching) = 198.06 mm 198.058059-198.25812b. By one way shear:

vc= 0.412 MPa

va = Vcr / ( b d )Required d (shear) = 85.44 mm

c. From Bending: d=( M / ( R b ) )^0.5 12.75

d= 190.52 mm Therefore use d= 198.06 mm

Thickness = 281 say 350 mm d1= 267 mm d2= 251 mm

Steel Reinforcement:

For long Direction: As= 504.93 mm^2

No. Of Bars = 4 pcs. say 8 pcs.Check for Bond:

uc= 10.14(f'c)^0.5/D uc= 2.904 Mpa. ua=Vmax/(Eo*jd)

V(max) = 51 KNEo = 402.12 mm

ua= 0.555 < 2.904 MPaSafe in bond

For Short Direction: As= 344 mm^2

No. Of Bars = 2 pcs. Say 8Check for Bond:

ua=Vmax/(Eo*jd)V(max) = 40.8 KN

Eo = 402.12 mm ua= 0.473 < 2.904 MPa

Safe in bondCheck for Wf:

Wf = ( L X W X t ) * Wtc = 11.86 KN < 15 KNAssumed Weight is OK!

DESIGN OF REINFORCED CONCRETE FOOTING ( F - 1 )

DESIGN DATA:fy ( MPa ) = 276.5fs ( MPa ) = 110.6f'c ( MPa ) = 21fc ( MPa ) = 9.45

n = 9Span (m) = 4.5

Max. Moment (DL) ( KN-m ) = 6.455 Max. Moment ( DL +LL) ( KN-m ) Mu = 148.940

Max. Shear (DL + LL) (KN) = 79.997 Size of Beam: b = 250

DESIGN PROPERTIES: h = 425 Rho = 0.0163 d' = 58 Rho b = 0.0376 k = 0.4347 Rho max = 0.0282 j = 0.8551 Rho min = 0.0051

R = 1.7564 w = 0.2151Reinforcement Diameter = 16 Stirrup Dia. = 10

Concrete Moment Capacity:M1 = O b d^2 k = O b d^2 f'c w ( 1 - 0.59w ) = 111.849 < Mu 148.9395625

Design as doubly reinforced beam.M2 = Mu - M1 = 37.091 KN m

Steel Reinforcement: As1 = Rho * b * d = 1499.190 mm^2As2 = M2/( O fy ( d - d' )) = 558.232 mm^2

As = As1 + As2 = 2057.422 mm^2n = 10.233 pcs.

say 11 pcs.As (actual ) = 2211.62 mm^2 a

a = As1 fy/(0.85 * f'c * b ) = 92.89 mm 99.66069961ey = fy/Es = 0.001383 109.283514

e's = 0.003 * ( c-d' ) / c = 0.001408 > ey use f's = fy = 277es = 0.003 * ( d - c ) / c = 0.007000 > ey use fs = fy = 276.5

therefore f's = fy = fs bC1 = 444.74 KN 3793.125 #####C2 = 166.78 KN c #####

a = 99.66 mm 116.7728005 -43.9Mu1 = 115.36 KN m 116.7728005Mu2 = 42.10 KN m

Mu = Mu1 + Mu2 = 157.46 KN-m > Mu ( actual ) OK !A's = As2 = 558.23 mm^2

n = 2.777 pcs.say 3 pcs.

A's (actual ) = 603.168 mm^2Check for the Ductility:

Rho = As / b d = 0.02492Rho' = A's / b d = 0.00680

Rho - Rho' = 0.01812Rho bd = 0.85 * f'c * d' * B/(fy * d) * 600/(600 - fy) = 0.01663

Rho - Rho' > Rho bd < Rho max fs = f's = fy OK !Check for Bond:

Tension Bars: ua = 7.18 f'c^.5 / D ) = 2.056 MPau = Vm/( n pi D jd ) = 0.477 < Ua Safe in Bond

Comp. Bars: ua = 10.14 f'c^.5 / D ) = 2.904 MPau = Vm/( n pi D jd ) = 1.748 < Ua Safe in Bond

Check for Shear:(va=0.09f'c^.5) va = 0.412 MPa

(v max = Vm / b d) v max = 0.901vcr = Vcr/bd = 0.080

(S=Av*fv/(v'*b)) S = 105 mmMax. Spacing S = (d/2) = 212.5 Use stirrup spacing 105 mm

L' = L ( v max - va )/(2 v max) = 1.22 from support at the span of 1.22 mrest spacing of stirrup 213 mm

SECOND FLOOR BEAM (2B- 1)

A's

As

h

b

d'

d

A's

As

h

b

d'

d


n = 9Span (m) = 4.5








As = As1 + As2 = 2697.629 mm^2n = 13.417 pcs.





a = 99.66 mm 112.9544151 -97.3Mu1 = 115.36 KN m 112.9544151Mu2 = 84.21 KN m




Rho = As / b d = 0.03172Rho' = A's / b d = 0.01359










A's

As

h

b

d'

d

A's

As

h

b

d'

d


n = 9Span (m) = 4.5








As = As1 + As2 = 1018.365 mm^2n = 5.065 pcs.



e's = 0.003 * ( c-d' ) / c = 0.000999 < ey use f's = Es * e's = 200es = 0.003 * ( d - c ) / c = 0.006210 > ey use fs = fy = 276.5

Therefore fs = fy & f's < fy bC1 = 42.23 KN 3034.5 #####C2 = 281.43 KN c #####

c = 139.17 mm 139.1664409 -5.28Mu1 = 7.93 KN m 139.1664409Mu2 = 53.11 KN m




Rho = As / b d = 0.02872Rho' = A's / b d = 0.01436


Rho - Rho' < Rho bd fs = fy & f's < fy OK !Check for Bond:





(S=Av*fv/(v'*b)) S = 120 mmMax. Spacing S = (d/2) = 175 Use stirrup spacing 120 mm


ROOF BEAM (RB- 1)

A's

As

h

b

d'

d

A's

As

h

b

d'

d


n = 9Span (m) = 3.6





Concrete Moment Capacity:M1 = O b d^2 k = O b d^2 f'c w ( 1 - 0.59w ) = 55.665 > Mu 45.27284

Singly reinforced beam.M2 = Mu - M1 = -10.392 KN m

Steel Reinforcement: As1 = Rho * b * d = 954.253 mm^2As2 = M2/( O fy ( d - d' )) = -217.501 mm^2

As = As1 + As2 = 736.751 mm^2n = 3.664 pcs.



e's = 0.003 * ( c-d' ) / c = 0.000999 < ey use f's = Es * e's = 200es = 0.003 * ( d - c ) / c = 0.006210 > ey use fs = fy = 276.5

Therefore fs = fy & f's < fy bC1 = 34.11 KN 3034.5 #####C2 = 233.58 KN c #####

c = 112.42 mm 112.4175218 22.19Mu1 = 6.73 KN m 112.4175218Mu2 = 44.08 KN m

Mu = Mu1 + Mu2 = 50.81 KN-m > Mu ( actual ) OK !A's = As2 = -217.50 mm^2

n = -1.082 pcs.say 4 pcs.


Rho = As / b d = 0.01795Rho' = A's / b d = 0.01436


Rho - Rho' < Rho bd fs = fy & f's < fy OK !Check for Bond:





(S=Av*fv/(v'*b)) S = 113 mmMax. Spacing S = (d/2) = 175 Use stirrup spacing 113 mm


ROOF BEAM (RB- 2)

A's

As

h

b

d'

d

A's

As

h

b

d'

d

DESIGN DATA: fy = 276.50 fs(MPa) = 110.60 f'c(MPa)= 20.70 fc(MPa) = 9.32

v(Allow.)(MPa) = 0.41 u(Allow.)(MPa) = 7.55

n = 9.00

Minimum Area of Reinforcement(mm^2): 1. Plain Bars....................... As = 0.0025bt 250 sq.mm. 2. Grade 33 .................... As = 0.0020bt 200 sq.mm. 3. Grade 40....................... As = 0.0018bt 180 sq.mm.Minimum steel bar (main)...................... 12 mm dia.Minimum temperature bar.................... 10 mm dia.Maximum spacing of main bar............................. 3 * t or 450 300 mmMaximum spacing of temp. bar............................. 5 * t or 450 450 mm

Short direction (m) = 3.60Long direction (m) = 5.90

m=S/L = 0.61 Two way slabDiameter of Bar = 10.00

Minimum Thickness of Slab(mm): t = Perimeter/180 t = 105.56 mm say t = 100.00 mm

Live Load ......................................2.50 KPaDead Load(wt. of slab included)........................... 4.50 KPa

Total Load....................7.00 KPaDESIGN PROPERTIES:

k = 0.43 thk = 100 j = 0.86 d(L) = 65

R = 1.72 d(S) = 75MOMENT COEFICIENT: ( 2 edge discont.)Short Span: - @ Cont. edges.................... 0.078 - @ Discont. edges.................... 0.039 + @ Mid span......................... 0.059Long Span: - @ Cont. edges.................... 0.049 - @ Discont. edges................... 0.025 + @ Mid span.......................... 0.037

Max. Positive Moment......................... 4.45 KN-mMax. Negative Moment......................... 7.08 KN-m

d(S) (Required) = (M/(Rb))^.5 = 64.15 < 75 OKd(L) (Required) = (M/(Rb))^.5 = 50.84 < 65 OK

Design of Reinforcement:

DESIGN OF REINFORCED CONCRETE SLAB ( S - 1 )

DESIGN OF REINFORCED CONCRETE SLAB ( S - 1 )As = Ms/(fsjd) Spacing : S = 1000 Ab/As < S(max)As(Col. Strip) = 2/3As(MS) S(Col. Stip)=3/2S(MS)

SHORT DIRECTION (Reinforcement):

@cont edges @discont edges @mid span

LONG DIRECTION (Reinforcement):


SHORT DIRECTION (Bar spacing):

@cont edges 78.84 say 100.00 118.25 say 100.00 @discont edges 157.67 say 150.00 236.51 say 200.00 @mid span 104.22 say 100.00 156.34 say 150.00

LONG DIRECTION (Bar spacing):


498.124 332.083

Middle Strip: Column Strip:996.248 664.165

753.572 502.382

Middle Strip: Column Strip:722.133 481.422368.435 245.623

Middle Strip: Column Strip:

545.284 363.523




n = 9.00







k = 0.43 thk = 100 j = 0.86 d(L) = 65















447.034 298.023


664.165 442.777



456.859 304.573




n = 9.00







k = 0.43 thk = 100 j = 0.86 d(L) = 65















357.628 238.418


549.214 366.142



545.284 363.523




n = 9.00







k = 0.43 thk = 100 j = 0.86 d(L) = 65

R = 1.72 d(S) = 75MOMENT COEFICIENT: ( 2 edge discont.)Short Span: - @ Cont. edges.................... 0.040 - @ Discont. edges.................... - + @ Mid span......................... 0.030Long Span: - @ Cont. edges.................... 0.033 - @ Discont. edges................... - + @ Mid span.......................... 0.025











@cont edges 153.73 say 150.00 230.59 say 225.00 @discont edges #VALUE! say 200.00 #VALUE! say 300.00 @mid span 204.97 say 200.00 307.46 say 300.00


@cont edges 161.49 say 150.00 242.24 say 225.00 @discont edges #VALUE! say 200.00 #VALUE! say 300.00 @mid span 213.17 say 200.00 319.76 say 300.00

#VALUE! #VALUE!


383.172 255.448

Middle Strip: Column Strip:486.334 324.223#VALUE! #VALUE!


368.435 245.623


DESIGN DATA:fy = 275.80

fs(MPa) = 110.32 f'c(MPa)= 20.70 fc(MPa) = 9.32


n = 9.00 Short Direction (m) = 1.50 Long Direction (m) = 3.60

m=S/L = 0.42 ONE WAY SLABDiameter of Bar = 10.00

Minimum Thickness of Slab(mm):SIMPLY SUPPORTED. 75 mmCANTILEVER.................ONE END CONT.............. Assume Thickness:BOTH END CONT............... say 100 mm

Mininmum Area of Reinforcement: As = 0.0025bt for plain bars................. 187.50 mm^2 Minimum Area: As = 0.0020bt for Grade 300............... 150.00 mm^2 250 mm As = 0.0018bt for Grade 400................... 135.00 mm^2

Minimum steel bar (main)...................... 12 mm dia.Minimum temperature bar...................... 10 mm dia. Maximum Spacing:Maximum spacing of main bar............................ 3 * t or 450 300 mmMaximum spacing of temp. bar.......................... 5 * t or 450 450 mm

Live Load ........................ 2.00 KPaDead Load(wt. of slab included)......................... 3.30 KPa

Total Load................... 5.30 KPa

DESIGN PROPERTIES: k = 0.43 thk = 100 mm j = 0.86 d(L) = 65 mm

R = 1.72 d(S) = 75 mmMaximum Negative Moment........................ 1.59 KN-mMaximum Positive Moment.................................. 0.80 KN-mMaximum Shear................................... 2.39 KN

Required Depth............................. 30.39

Minimum t required................................ 56.39 ASSUME THICKNESS IS SAFE

Design of Reinforcement: - As = 224.48 mm^2 USE 250

Spacing= 2,015.00 mm USE 300 mm

+ As = 112.24 mm^2 USE 250 mm Spacing= 4,030.00 mm USE 300 mm

Temperature Reinforcement: As = 250.00 mm^2

Spacing= 314.00 mm


Apartment Concrete Analysis

Documents

section propertiesthis

cuciorectangledr silva

model geometrythis section

section property information

model geometry information

structure resultsthis

material property information

30sap2000sap2000 v16