Mat Foundation(Conventional Rigid Method)2

Project Control No. :

Date : Calc. by : A.H.SINCONIEGUE

Client : MANILA EXPOSITION CENTER COMPLEX INC. Chk'd. by : RHONDA RAPIRAP

Subject : CAPACITY WORKSHEET FOR MAT/RAFT FOUNDATION NOMENCLATURE Appr'd. by : ANGEL L. LAZARO III, Ph. D.

1.0. Design Data

Total Mat foundation width, BT = ft

Total Mat foundation length, LT = ft

Effective Mat Foundation width,B = ft

Effective Mat Foundation length,L = ft

Perimeter Critical Column Width, bP = in

Perimeter Critical Column Depth, dP = in

Interior Critical Column Width, bi = in

Interior Critical Column Depth, di = in

Offset of Mat parallel to y'-dir, b' = ft

Offset of Mat parallel to x'-dir, d' = ft

Thickness of Mat Foundation, t = in

Ratio of long to short side for perimeter col., βp =

Ratio of long to short side for interior col., βi =

411.3.1.1 Modification factor for Normal Weight concret, λ =

411.13.2.1 Perimeter Column constant, αs =

411.13.2.1 Interior Column constant, αs =

Capacity Flexural reduction factor, ɸF =

410.3.7.3 Compressive block depth factor, β1 =

2.0. Materials Data

Concrete compressive strenght, fc' = psi

Steel Yeild Strenght, fy = psi

3.0. Soil Properties

Allowable Bearing Capacity, qall = kip/ft2

4.0. Design Calculations for Soil Pressure

Moment of Inertia with respect to x- axis, Ix

Ix = BT*LT3/12 = ft4

Moment of Inertia with respect to y-axis, Iy

Iy = LT*BT3/12 = ft

4

Total mat foundation area, A

A = BT*LT = ft2

Table 4.0. Calculation for Moments with respect to x' and y'-axis

x x*P y y*P

DL (kip) LL (kip) P(kip) (ft) (kip.ft) (ft) (kip.ft)

A-1 100.00 60.00 160.00 0.00 0.00 90.000 14400.00

C-1 180.00 120.00 300.00 24.00 7200.00 90.000 27000.00

E-1 190.00 120.00 310.00 48.00 14880.00 90.000 27900.00

G-1 110.00 70.00 180.00 72.00 12960.00 90.000 16200.00

A-2 180.00 120.00 300.00 0.00 0.00 60.000 18000.00

C-2 360.00 200.00 560.00 24.00 13440.00 60.000 33600.00

E-2 400.00 250.00 650.00 48.00 31200.00 60.000 39000.00

G-2 200.00 120.00 320.00 72.00 23040.00 60.000 19200.00

A-3 190.00 130.00 320.00 0.00 0.00 30.000 9600.00

C-3 400.00 240.00 640.00 24.00 15360.00 30.000 19200.00

E-3 440.00 300.00 740.00 48.00 35520.00 30.000 22200.00

G-3 200.00 120.00 320.00 72.00 23040.00 30.000 9600.00

A-4 120.00 70.00 190.00 0.00 0.00 0.00 0.00

C-4 180.00 120.00 300.00 24.00 7200.00 0.00 0.00

E-4 180.00 120.00 300.00 48.00 14400.00 0.00 0.00

G-4 120.00 70.00 190.00 72.00 13680.00 0.00 0.00

TOTAL 5780.00 211920 255900

Note: * this table can be revise dependent to the number of points.

Calculation for resultant distance with respect to x' & y' axis, (x' & y')

x' = (x*P)/P = ft

y' = (y*P)/P = ft

36.664

44.273

287.00

8761.00

287.00

456.00

456.00

968.00 Perimeter Column




484.00 Interior Column








7296.00

COLUMN

GRID

SERVICE LOAD ULTIMATE LOAD(Pu) COLUMN

DESIGNATION(1.4*DL) + (1.7*LL)

3511808.00

5603328.00

3000

60000

1.5

1.00

1.00

30.00

40.00

0.85

0.90

24.00

24.00

2.00

3.00

29.00

1.00

76.00

96.00

72.00

90.00

24.00

24.00

SD-WTC

A NGEL LA ZA RO & A SSOCIA TES INTERNA TIONA LConsulting Engineers and Architects

160 Panay Ave., Cor EDSA, Quezon City

Tel. No. 928-6533 924-1865 415-8782 924-1931 Fax No. (632) 924-1887

Mar-14

Calculation for eccentricities with respect to x' & y' axis, (ex & ey)

ex = x' - B/2 = m

ey = y' - L/2 = m

Note: * for this worksheet the calculation of eccentricities are converted to positive sign to come up with positive result

for locating the proper resultant location check it by using manual calculation.

Calculation for moment cause by eccentricities, Mx & My

Mx = Pu*ey = KN.m

My = Pu*ex = KN.m

Determination for soil contact pressure, qo

q0 = Pu/A ± My*x/Iy ± Mx*y/Ix =

qo = 1.20 0.0017 0.0011

Table 4.1. Calculation for soil contact pressure q ≤ qall

Pu /A x 0.0017 *x y 0.0011 *y q qall

(ft) (ft) (kip/ft2) (kip/ft2)

A-1 1.20 -38.00 48.000 1.083 1.50

B-1 1.20 -24.00 48.000 1.106 1.50

C-1 1.20 -12.00 48.000 1.126 1.50

D-1 1.20 0.00 48.000 1.146 1.50

E-1 1.20 12.00 48.000 1.166 1.50

F-1 1.20 24.00 48.000 1.186 1.50

G-1 1.20 38.00 48.000 1.209 1.50

G-4 1.20 38.00 -48.000 1.318 1.50

F-4 1.20 24.00 -48.000 1.295 1.50

E-4 1.20 12.00 -48.000 1.275 1.50

D-4 1.20 0.00 -48.00 1.255 1.50

C-4 1.20 -12.00 -48.00 1.235 1.50

B-4 1.20 -24.00 -48.00 1.216 1.50

A-4 1.20 -38.00 -48.00 1.192 1.50

Note: * if result is non-compliant revised or adjust the geometry of the mat foundation

* this table can be revised idependent to the number of points.

5.0. Check if Mat Foundation Thickness is adequate, t

Critical perimeter exterior column, DLP = kip

Critical perimeter exterior column, LLP= kip

Critical perimeter interior column, DLi = kip

Critical perimeter interior column, LLi= kip

Calculation for factored perimeter column load , Up

203.3.1 Up = 1.4*DLP + 1.7*LLP = kip

Calculation for factored interior column load , Ui

203.3.1 Ui = 1.4*DLi + 1.7*LLi = kip

Location Type of Column for Critical Perimeter : Type - 2

Calculation for Critical Perimeter at Punching Shear on Perimeter Col., bo

411.13.2.2 1.0. bo =N.A in

411.13.2.2 2.0. bo = b' + 2*bp + 2*dp + 2*t = in

411.13.2.2 3.0. bo =N.A in

411.13.2.2 4.0. bo =N.A in

Therefor adopt, bo = in

Calculation for Nominal Strength provided by concrete perimeter column, Vc

411.13.2.1 1.0. Vc = 1/6*( 1 + 2/β)*λ*sqrt(fc')*bo*t = kip

411.13.2.1 2.0. Vc = 1/12*(αs *d/bo + 2)*λ*sqrt(fc')*bo*t = kip

411.13.2.1 3.0. Vc = 1/3*λ*sqrt(fc')*bo*t = kip

Thefore adopt min., Vc = kip2210096.83 Compliant

3315145.25

4746685.24

2210096.83

N.A

N.A

132

N.A

132

487.00

1126.00

190.00

130.00

440.00

300.00

-0.063 0.055 Compliant



0.020 0.055 Compliant




0.040 -0.055 Compliant




-0.040 -0.055 Compliant

-0.020 -0.055 Compliant

Remarks(kip/ft2) (kip/ft2)

-0.063 -0.055 Compliant

6366.12

5820.46

Point

Location

0.664

0.727

Calculation for Critical Perimeter at Punching Shear for Interior Col., bo

411.13.2.2 bo = 2*bi + 2*di + 4*t = ft

Calculation for Nominal Strength provided by concrete at interior column, Vc

411.13.2.1 1.0. Vc = 1/6*( 1 + 2/β)*λ*sqrt(fc')*bo*t = kip

411.13.2.1 2.0. Vc = 1/12*(αs *d/bo + 2)*λ*sqrt(fc')*bo*t = kip

411.13.2.1 3.0. Vc = 1/3*λ*sqrt(fc')*bo*t = kip

Thefore adopt min., Vc = kip

6.0. Check for the Mat soil reactions

Table. 6.1.Calculation for Soil Reactions

(AB-1)

(AB-4)

(BCD-1)

(BCD-4)

( DEF - 1 )

( DEF - 4 )

(FG-1)

(FG-4)

Note: *this table is revisable dependent to the configuration of the mat foundation.

Total Soil reaction, SRT = kip

Table. 6.2.Calculation for Modified soil pressure and loadings.

Strip Strip Width Point q1 & q2 qave PuStrip

at edge

(ft) (kip/ft2) (kip/ft2) (kip) (kip)

(AB-1) (AB-1) 1.095

(AB-4) (AB-4) 1.204

(BCD-1) (BCD-1) 1.126

(BCD-4) (BCD-4) 1.235

( DEF - 1 ) ( DEF - 1 ) 1.166

( DEF - 4 ) ( DEF - 4 ) 1.275

(FG-1) (FG-1) 1.198

(FG-4) (FG-4) 1.307

Table 6.2.Calculation for modified column loads Table.6.3. Tabulation of Moment per strip to be use in design.

(AB-1) (BCD-1) ( DEF - 1 ) (FG-1)

(AB-4) (BCD-4) ( DEF - 4 ) (FG-4)

kip.ft/ft kip.ft/ft kip.ft/ft

A-1 1.025 247.99 Length 30 30 30

C-1 0.999 455.73 (AB-1)

E-1 0.963 452.62 (AB-4)

G-1 1.051 286.84 (BCD-1)

A-2 1.025 467.28 (BCD-4)

C-2 0.999 843.51 ( DEF - 1 )

E-2 0.963 948.59 ( DEF - 4 )

G-2 1.051 508.54 (FG-1)

A-3 1.025 499.05 (FG-4)

C-3 0.999 967.43

E-3 0.963 1084.37

G-3 1.051 508.54

A-4 1.025 294.10

C-4 0.999 455.73

E-4 0.963 439.14

G-4 1.051 301.55

Total load per strip 1508.407 2722.404 2924.728 1605.461

Length per strip 96.00 96.00 96.00 96.00

Uniform bot pressure 15.713 28.358 30.466 16.724

Table. 6.3. Calculation for Total Steel Area

(pcs) (in) (in2) (pcs) (in) (in

2) (pcs) (in) (in

2)

(AB-1)

(AB-4)

(BCD-1)

(BCD-4)

( DEF - 1 )

( DEF - 4 )

(FG-1)

(FG-4)

19.635

16 1.27 20.268

31 1.27 39.270

25 1.00

161.48 13.91

53.31 24.57 42.40

40.43

76.49

25

120.94 18.65

66.81

Strip Left Top Bot Rigth Top

40.43 87.41

1,682.922

2,720.808

1.166 1.275 1.221 24.000 96.000 2,812.455

1.198

8,761.00 Compliant

1.095 1.204 1.149 14.000 96.000 1,544.81

1.307 1.252 14.000

1.235 1.181 24.000 96.000

96.000

Soil Reaction (SR)

(kip/ft2) (kip/ft

2) (kip/ft

2) (ft) (ft) (kip)

Mat Width

1.126

Strip point

Loc.

q1 q2 qave Strip Width

6630290.49

3549549.45

3549549.45 Compliant

212.00

5324324.18

qave*Sw*LT Average

Load

q1mod & q2mod

at edge

Column Factor

(F)

14

24

24

14

1.149

1.181

1.221

1.252

1544.81

2720.81

2812.46

1682.92

1472.00

2724.00

3037.00

1528.00

1.025

0.999

0.963

1.051

1508.41

2722.40

2924.73

1605.46

1.069

1.176

(kip) (kip/ft2)

Column

Factor

Column

Mark

1.143

1.247

1.127

1.236

1.213

1.326

Strip Number of

Reinf. Bar

Steel

Diamater

16 1.27 20.268

25 1.00 19.635

31

25 1.00 19.635

1.27 39.270

25 1.27 31.669

16 1.27 20.268

19.635

31 1.27 39.270

25 1.00 19.635

Number of

Reinf. Bar

Steel

DiamaterSteel Area

Number of

Reinf. Bar

Steel

Diamater

1.00

Steel Area

Left Top Bars Mid Bottom Bars Rigth Top Bars

Steel Area

7.0. Check for reinforcement adequacy.

Calculation for concrete block depth, a (Consider 1.0 ft strip)

a2

- 2*t*a + 2*Mu/(ɸ*0.85*fc'*b) = 0

in (ft)

AL 1 0.614

BL -58 57.386

CL 35.24 0.614

AM 1 1.345

BM -58 56.655

CM 76.17 1.345

AR 1 0.614

BR -58 57.386

CR 35.24 0.614

AL 1 1.173

BL -58 56.827

CL 66.66 1.173

AM 1 1.878

BM -58 56.122

CM 105.39 1.878

AR 1 0.282

BR -58 57.718

CR 16.25 0.282

AL 1 1.022

BL -58 56.978

CL 58.23 1.022

AM 1 2.537

BM -58 55.463

CM 140.73 2.537

AR 1 0.210

BR -58 57.790

CR 12.13 0.210

AL 1 0.812

BL -58 57.188

CL 46.46 0.812

AM 1 0.372

BM -58 57.628

CM 21.41 0.372

AR 1 0.644

BR -58 57.356

CR 36.95 0.644

8.0. Investigation Refferences

National Structural Code of the Philippines (NSCP 2010), Volume 1 for vertival structures (Sixth Edition).

By: Association of Structural Engineers of the Philippines (ASEP)

Principle of Foundation Engineering (Sixth Edition)

By: Braja M. Das

Fundamentals of Reinforced Concrete Design (Second Edition)

By: Diego Inocencio T. Gellesania

1.16

Rigth Bot 0.329 24 7.885 20.268 1.16

Mid Bot 0.190 24 4.548 20.268

Min Steel

Area,Asmin

1.16

Left Top 0.414 24 9.944 20.268 1.16

Left Top 0.521

Rigth Bot 0.107 24 2.568 19.635

Mid Bot 1.294 24 31.057 31.669 1.16

1.16

24 12.508 19.635

Rigth Bot 0.144 24 3.446 39.270

1.16

REMARKS

1.16

39.270 1.16

Mid Bot 0.958 24 22.985 39.270

19.635

Left Top 0.598 24 14.358

1.16

(in2)(in2)

Strip

Width

(FG-1)

(AB-1)

(BCD-1)

( DEF - 1 )

Desing Steel Area, Asc

24 7.515

StripQuadratic

Equation

Parametes

Calculated

Value

Concrete

block

depth,a

Existing

Reinf. Ase

Left Top 0.313

Mid Bot 0.686

Rigth Bot 0.313

24 16.457 19.635 1.16

24 7.515 19.635 1.16

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Compliant

Reinforcement

Capacity,Asc per 1ft

strip

Revision

No.DISCRIPTION OF REVISION CHECKED DATE CHECKED BY APPROVED DATE APPROVED BY

Date: Mar-14 Calc. by : A.H.SINCONIEGUE

Client: MANILA EXPOSITION CENTER COMPLEX INC. Chk'd. by : RHONDA RAPIRAP

Location: Appr'd. by : ANGEL L. LAZARO III, Ph. D.

Subject: LOAD , SHEAR & MOMENT DIAGRAM NOMENCLATURE Date: Apr-14

1.0. INPUT DATA FOR STRIP - (AB-1)(AB-4)

Table.1.0 Value of Point Loads

Load Mark Pu1 Pu2 Pu3 Pu3 Pu4 Pu5 Pu6 Pu7 Pu8 Pu9Value 247.99 467.28 499.05 294.10

Table.1.1 Length per Span

x1 x2 x3 x4 x5 x6 x7 x8 x9 x10 x11

3 30 30 30 3

2.0. CALCULATIONS

Calculation for soil pressure at entire strip length, SPstrip = 15.713 kip/ft

3.0. PLOTTING OF LOAD, SHEAR & MOMENT DIAGRAM.

Table.3.0 Calculation of Shear & Moment

Dist Shear Dist Moment

0.000 0.000 0.000 0.000

3.000 47.138 3.000 70.707

3.000 -200.848 12.783 -1212.972

33.000 270.530 33.000 1115.935

33.000 -196.749 45.522 -115.884

63.000 274.629 63.000 2284.130

63.000 -224.417 77.283 681.503

93.000 246.961 93.000 2622.292

93.000 -47.138 96.000 2480.879

96.000 0.000

Table.3.1. Calculation for shear intersection dist.

Span Deisgnation Dist. Units

z1 12.783 ft

(x2-z1) 17.217 ft

z2 12.522 ft

(x3-z2) 17.478 ft

z3 14.283 ft

(x4-z3) 15.717 ft

x2

x3

x4

(C-2) (C-3) (C-1)

Pu1 Pu2 Pu3

(C-4)

Pu3

X1 X2 X3

SRstrip

0.000 47.138

-200.848

270.530

-196.749

274.629

-224.417

246.961

-47.138 0.000

0 30 60 90

V - Shear Diagram

0.000 70.707

-1,212.972

1,115.935

-115.884

2,284.130

681.503

2,622.292 2,480.879

0 30 60 90

M-Moment Diagram

X4 X5





1.0. INPUT DATA FOR STRIP - (A'BB'-1)(A'BB"-4)




x1 x2 x3 x4 x5 x6 x7 x8 x9 x10 x11

3 30 30 30 3

2.0. CALCULATIONS





0.000 0.000 0.000 0.000

3.000 85.075 3.000 127.613

3.000 -370.658 13.070 -2294.725

33.000 480.094 33.000 1769.150

33.000 -363.412 45.815 -559.408

63.000 487.339 63.000 3628.060

63.000 -480.094 79.930 -435.815

93.000 370.658 93.000 1986.523

93.000 -85.075 96.000 1731.297

96.000 0.000



z1 13.070 ft

(x2-z1) 16.930 ft

z2 12.815 ft

(x3-z2) 17.185 ft

z3 16.930 ft

(x4-z3) 13.070 ft

x2

x3

x4

(C-2) (C-3) (C-1)

Pu1 Pu2 Pu3

(C-4)

Pu3

X1 X2 X3

SRstrip

0.000 85.075

-370.658

480.094

-363.412

487.339

-480.094

370.658

-85.075 0.000

0 30 60 90

V - Shear Diagram

0.000 127.613

-2,294.725

1,769.150

-559.408

3,628.060

-435.815

1,986.523 1,731.297

0 30 60 90

M-Moment Diagram

X4 X5









x1 x2 x3 x4 x5 x6 x7 x8 x9 x10 x11

3 30 30 30 3

2.0. CALCULATIONS





0.000 0.000 0.000 0.000

3.000 91.398 3.000 137.097

3.000 -361.227 11.857 -2004.397

33.000 552.750 33.000 3009.941

33.000 -395.836 45.993 438.439

63.000 518.141 63.000 4844.517

63.000 -566.233 81.586 -417.420

93.000 347.745 93.000 1567.199

93.000 -91.398 96.000 1293.006

96.000 0.000



z1 11.857 ft

(x2-z1) 18.143 ft

z2 12.993 ft

(x3-z2) 17.007 ft

z3 18.586 ft

(x4-z3) 11.414 ft

x2

x3

x4

(C-2) (C-3) (C-1)

Pu1 Pu2 Pu3

(C-4)

Pu3

X1 X2 X3

SRstrip

0.000 91.398

-361.227

552.750

-395.836

518.141

-566.233

347.745

-91.398 0.000

0 30 60 90

V - Shear Diagram

0.000 137.097

-2,004.397

3,009.941

438.439

4,844.517

-417.420

1,567.199 1,293.006

0 30 60 90

M-Moment Diagram

X4 X5









x1 x2 x3 x4 x5 x6 x7 x8 x9 x10 x11

3 30 30 30 3

2.0. CALCULATIONS





0.000 0.000 0.000 0.000

3.000 50.171 3.000 75.256

3.000 -236.669 14.152 -1599.393

33.000 265.038 33.000 500.787

33.000 -243.498 47.560 -1271.907

63.000 258.208 63.000 721.433

63.000 -250.328 77.969 -1152.095

93.000 251.379 93.000 737.193

93.000 -50.171 96.000 586.682

96.000 0.000



z1 14.152 ft

(x2-z1) 15.848 ft

z2 14.560 ft

(x3-z2) 15.440 ft

z3 14.969 ft

(x4-z3) 15.031 ft

x2

x3

x4

(C-2) (C-3) (C-1)

Pu1 Pu2 Pu3

(C-4)

Pu3

X1 X2 X3

SRstrip

0.000 50.171

-236.669

265.038

-243.498

258.208

-250.328

251.379

-50.171 0.000

0 30 60 90

V - Shear Diagram

0.000 75.256

-1,599.393

500.787

-1,271.907

721.433

-1,152.095

737.193 586.682

0 30 60 90

M-Moment Diagram

X4 X5




Subject: LOAD , SHEAR & MOMENT DIAGRAM Date: Apr-14





x1 x2 x3 x4 x5 x6 x7 x8 x9 x10 x11

3 30 30 30 3

2.0. CALCULATIONS





0.000 0.000 0.000 0.000

3.000 8167.212 3.000 12250.818

3.000 7711.479 -2.833 1329.053

33.000 89383.597 33.000 #########

33.000 88540.092 0.477 28892.856

63.000 170212.210 63.000 #########

63.000 169244.777 0.833 89207.533

93.000 250916.896 93.000 #########

93.000 250461.163 96.000 #########

96.000 258628.375



z1 -2.833 ft

(x2-z1) 32.833 ft

z2 -32.523 ft

(x3-z2) 62.523 ft

z3 -62.167 ft

(x4-z3) 92.167 ft

x2

x3

x4

(C-2) (C-3) (C-1)

Pu1 Pu2 Pu3

(C-4)

Pu3

X1 X2 X3

SRstrip

0.000 8167.212 7711.479

89383.597 88540.092

170212.210 169244.777

250916.896 250461.163 258628.375

0 30 60 90

V - Shear Diagram

0.000 12,250.818

1,468,676.964

28,892.856

5,349,961.498

89,207.533

11,652,386.598 12,403,770.088

0 30 60 90

M-Moment Diagram

X4 X5

0 30 60 90

ANGEL L. LAZARO III, Ph. D.

Project Control No. :

Date : Calc. by : A.H.SINCONIEGUE

Client : MANILA EXPOSITION CENTER COMPLEX INC. Chk'd. by : RHONDA RAPIRAP

Subject : MAT FOUNDATION CAPACITY WORKSHEET Appr'd. by : ANGEL L. LAZARO III, Ph. D.

1.0. Design Data

Total Mat foundation width, BT = m

Total Mat foundation length, LT = m

Effective Mat Foundation width,B = m

Effective Mat Foundation length,L = m

Perimeter Critical Column Width, bP = m

Perimeter Critical Column Depth, dP = m

Interior Critical Column Width, bi = m

Interior Critical Column Depth, di = m

Offset of Mat parallel to y'-dir, b' = m

Offset of Mat parallel to x'-dir, d' = m

Thickness of Mat Foundation, t = m

Ratio of long to short side for perimeter col., βp =

Ratio of long to short side for interior col., βi =

Modification factor for Normal Weight concret, λ =

Perimeter Column constant, αs =

Interior Column constant, αs =

2.0. Materials Data

Concrete compressive strenght, fc' = Mpa

Steel Yeild Strenght, fy = Mpa

3.0. Soil Properties

Allowable Bearing Capacity, qall = kPa

4.0. Design Calculations for Soil Pressure

Moment of Inertia with respect to x- axis, Ix

Ix = BT*LT3/12 = ft4

Moment of Inertia with respect to y-axis, Iy

Iy = LT*BT3/12 = ft4

Total mat foundation area, A

A = BT*LT = ft2

Table 4.0. Calculation for Moments with respect to x' and y'-axis

x x*P y y*P

DL (kip) LL (kip) P(kip) (ft) (kip.ft) (ft) (kip.ft)

A-1 100.00 60.00 160.00 0.00 0.00 90.000 14400.00

C-1 180.00 120.00 300.00 24.00 7200.00 90.000 27000.00

E-1 190.00 120.00 310.00 48.00 14880.00 90.000 27900.00

G-1 110.00 70.00 180.00 72.00 12960.00 90.000 16200.00

A-2 180.00 120.00 300.00 0.00 0.00 60.000 18000.00

C-2 360.00 200.00 560.00 24.00 13440.00 60.000 33600.00

E-2 400.00 250.00 650.00 48.00 31200.00 60.000 39000.00

G-2 200.00 120.00 320.00 72.00 23040.00 60.000 19200.00

A-3 190.00 130.00 320.00 0.00 0.00 30.000 9600.00

C-3 400.00 240.00 640.00 24.00 15360.00 30.000 19200.00

E-3 440.00 300.00 740.00 48.00 35520.00 30.000 22200.00

G-3 200.00 120.00 320.00 72.00 23040.00 30.000 9600.00

A-4 120.00 70.00 190.00 0.00 0.00 0.00 0.00

C-4 180.00 120.00 300.00 24.00 7200.00 0.00 0.00

E-4 180.00 120.00 300.00 48.00 14400.00 0.00 0.00

G-4 120.00 70.00 190.00 72.00 13680.00 0.00 0.00

TOTAL 5780.00 211920 255900

Note: * this table can be revise dependent to the number of points.

Calculation for resultant distance with respect to x' & y' axis, (x' & y')

x' = (x*P)/P = ft

y' = (y*P)/P = ft

SD-WTC

A NGEL LA ZA RO & A SSOCIA TES INTERNA TIONA LConsulting Engineers and Architects

160 Panay Ave., Cor EDSA, Quezon City

Tel. No. 928-6533 924-1865 415-8782 924-1931 Fax No. (632) 924-1887

Mar-14

16.50

21.50

16.25

21.25

0.50

0.50

0.50

0.50

0.00

0.00

0.62

1.00

1.00

1.00

30.00

40.00

24

275

60

13665.27

8048.39

354.75

COLUMN

GRID

SERVICE LOAD ULTIMATE LOAD(Pu) COLUMN

DESIGNATION(1.4*DL) + (1.7*LL)













287.00

456.00

456.00

287.00

8761.00

36.664

44.273

Calculation for eccentricities with respect to x' & y' axis, (ex & ey)

ex = x' - B/2 = m

ey = y' - L/2 = m

Note: * for this worksheet the calculation of eccentricities are converted to positive sign to come up with positive result

for locating the proper resultant location check it by using manual calculation.

Calculation for moment cause by eccentricities, Mx & My

Mx = Pu*ey = KN.m

My = Pu*ex = KN.m

Determination for soil contact pressure, qo

q0 = Pu/A ± My*x/Iy ± Mx*y/Ix =

qo = 24.70 31.0663 21.5724

Table 4.1. Calculation for soil contact pressure q ≤ qall

Pu /A x 31.0663 *x y 21.5724 *y q qall

(ft) (ft) (kip/ft2) (kip/ft2)

A-1 24.70 -38.00 48.000 -2191.299 60.00

B-1 24.70 -24.00 48.000 -1756.371 60.00

C-1 24.70 -12.00 48.000 -1383.576 60.00

D-1 24.70 0.00 48.000 -1010.781 60.00

E-1 24.70 12.00 48.000 -637.986 60.00

F-1 24.70 24.00 48.000 -265.191 60.00

G-1 24.70 38.00 48.000 169.736 60.00

G-4 24.70 38.00 -48.000 2240.691 60.00

F-4 24.70 24.00 -48.000 1805.764 60.00

E-4 24.70 12.00 -48.000 1432.969 60.00

D-4 24.70 0.00 -48.00 1060.174 60.00

C-4 24.70 -12.00 -48.00 687.379 60.00

B-4 24.70 -24.00 -48.00 314.584 60.00

A-4 24.70 -38.00 -48.00 -120.344 60.00

Note: * if result is non-compliant revised or adjust the geometry of the mat foundation

* this table can be revised idependent to the number of points.

5.0. Check if Mat Foundation Thickness is adequate, t

Critical perimeter exterior column, DLP = kip

Critical perimeter exterior column, LLP= kip

Critical perimeter interior column, DLi = kip

Critical perimeter interior column, LLi= kip

Calculation for factored perimeter column load , Up

Up = 1.4*DLP + 1.7*LLP = kip

Calculation for factored interior column load , Ui

Ui = 1.4*DLi + 1.7*LLi = kip

Location Type of Column for Critical Perimeter : Type - 2

Calculation for Critical Perimeter at Punching Shear on Perimeter Col., bo

1.0. bo =N.A in

2.0. bo = b' + 2*bp + 2*dp + 2*t = in

3.0. bo =N.A in

4.0. bo =N.A in

Therefor adopt, bo = in

Calculation for Nominal Strength provided by concrete perimeter column, Vc

1.0. Vc = 1/6*( 1 + 2/β)*λ*sqrt(fc')*bo*t = kip

2.0. Vc = 1/12*(αs *d/bo + 2)*λ*sqrt(fc')*bo*t = kip

3.0. Vc = 1/3*λ*sqrt(fc')*bo*t = kip


28.539

33.648

294793.25

250033.33

Point

LocationRemarks

(kip/ft2) (kip/ft2)

-1180.518 -1035.478 Compliant

-745.590 -1035.478 Compliant

-372.795 -1035.478 Compliant

0.000 -1035.478 Compliant

372.795 -1035.478 Compliant

745.590 -1035.478 Compliant

1180.518 -1035.478 Non- compliant

1180.518 1035.478 Non- compliant

745.590 1035.478 Non- compliant

372.795 1035.478 Non- compliant

0.000 1035.478 Non- compliant

-372.795 1035.478 Non- compliant

-745.590 1035.478 Non- compliant

-1180.518 1035.478 Compliant

190.00

130.00

440.00

300.00

487.00

1126.00

N.A

2.74

N.A

N.A

2.74

131.59

192.74

87.73

87.73 Non-compliant

Calculation for Critical Perimeter at Punching Shear for Interior Col., bo

bo = 2*bi + 2*di + 4*t = ft

Calculation for Nominal Strength provided by concrete at interior column, Vc

1.0. Vc = 1/6*( 1 + 2/β)*λ*sqrt(fc')*bo*t = kip

2.0. Vc = 1/12*(αs *d/bo + 2)*λ*sqrt(fc')*bo*t = kip

3.0. Vc = 1/3*λ*sqrt(fc')*bo*t = kip


6.0. Check for the Mat soil reactions

Table. 6.1.Calculation for Soil Reactions

(AB-1)

(AB-4)

(BCD-1)

(BCD-4)

( DEF - 1 )

( DEF - 4 )

(FG-1)

(FG-4)

Note: *this table is revisable dependent to the configuration of the mat foundation.

Total Soil reaction, SRT = kip

Table. 6.2.Calculation for Modified soil pressure and loadings.

Strip Strip Width Point q1 & q2 qave PuStrip

at edge

(ft) (kip/ft2) (kip/ft2) (kip) (kip)

(AB-1) (AB-1) -1,973.835

(AB-4) (AB-4) 97.120

(BCD-1) (BCD-1) -1,383.576

(BCD-4) (BCD-4) 687.379

( DEF - 1 ) ( DEF - 1 ) -637.986

( DEF - 4 ) ( DEF - 4 ) 1,432.969

(FG-1) (FG-1) -47.727

(FG-4) (FG-4) 2,023.228

Table 6.2.Calculation for modified column loads

(AB-1) (BCD-1) ( DEF - 1 ) (FG-1)

(AB-4) (BCD-4) ( DEF - 4 ) (FG-4)

A-1 -95.439 -23096.34

C-1 -32.470 -14806.19

E-1 34.268 16105.86

G-1 97.788 26696.18

A-2 -95.439 -43520.37

C-2 -32.470 -27404.43

E-2 34.268 33753.76

G-2 97.788 47329.49

A-3 -95.439 -46478.99

C-3 -32.470 -31430.68

E-3 34.268 38585.52

G-3 97.788 47329.49

A-4 -95.439 -27391.11

C-4 -32.470 -14806.19

E-4 34.268 15626.11

G-4 97.788 28065.22

-6534.270 -4113.836 4840.523 6949.785

4.48

215.15

270.22

143.43

143.43 Non-compliant

Strip point

Loc.

q1 q2 qave Strip Width Mat Width Soil Reaction (SR)

(kip/ft2) (kip/ft2) (kip/ft2) (ft) (ft) (kip)

-1,973.835 97.120 -938.358 14.000 96.000 -1,261,152.55

-1,383.576 687.379 -348.099 24.000 96.000 -802,019.542

-637.986 1,432.969 397.491 24.000 96.000 915,819.931

-47.727 2,023.228 987.750 14.000 96.000 1,327,536.106

180,183.95 Non-compliant

qave*Sw*LT Average

Load

q1mod & q2mod Column Factor

at edge (F)

(kip) (kip/ft2)

14 -938.358 -282445.62 1472.00 -140486.81-981.774

-95.43948.307

24 -348.099 -179618.96 2724.00 -88447.48-681.297

-32.470338.477

-23.98697.788

1016.813

24 397.491 205105.51 3037.00 104071.25-323.716

Column

MarkColumn

Factor

Pressure Distribution

34.268727.093

14 987.750 297312.77 1528.00 149420.39

Documents

Mat Foundation(Conventional Rigid Method)2