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
1126.00 Perimeter Column
484.00 Perimeter Column
985.00 Perimeter Column
484.00 Interior Column
487.00 Perimeter Column
273.00 Perimeter Column
456.00 Interior Column
844.00 Perimeter Column
242.00 Perimeter Column
456.00 Perimeter Column
470.00 Perimeter 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
0.020 0.055 Compliant
0.000 0.055 Compliant
0.063 0.055 Compliant
0.040 0.055 Compliant
0.040 -0.055 Compliant
0.063 -0.055 Compliant
0.000 -0.055 Compliant
0.020 -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
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 - (A'BB'-1)(A'BB"-4)
Table.1.0 Value of Point Loads
Load Mark Pu1 Pu2 Pu3 Pu3 Pu4 Pu5 Pu6 Pu7 Pu8 Pu9Value 455.73 843.51 967.43 455.73
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 = 28.358 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 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
Table.3.1. Calculation for shear intersection dist.
Span Deisgnation Dist. Units
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
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 - (A'BB'-1)(A'BB"-4)
Table.1.0 Value of Point Loads
Load Mark Pu1 Pu2 Pu3 Pu3 Pu4 Pu5 Pu6 Pu7 Pu8 Pu9Value 452.62 948.59 1084.37 439.14
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 = 30.466 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 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
Table.3.1. Calculation for shear intersection dist.
Span Deisgnation Dist. Units
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
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 - (A'BB'-1)(A'BB"-4)
Table.1.0 Value of Point Loads
Load Mark Pu1 Pu2 Pu3 Pu3 Pu4 Pu5 Pu6 Pu7 Pu8 Pu9Value 286.84 508.54 508.54 301.55
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 = 16.724 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 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
Table.3.1. Calculation for shear intersection dist.
Span Deisgnation Dist. Units
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
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 Date: Apr-14
1.0. INPUT DATA FOR STRIP - (A'BB'-1)(A'BB"-4)
Table.1.0 Value of Point Loads
Load Mark Pu1 Pu2 Pu3 Pu3 Pu4 Pu5 Pu6 Pu7 Pu8 Pu9Value 455.73 843.51 967.43 455.73
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 = 2722.404 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 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
Table.3.1. Calculation for shear intersection dist.
Span Deisgnation Dist. Units
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)
242.00 Perimeter Column
456.00 Perimeter Column
470.00 Perimeter Column
273.00 Perimeter Column
456.00 Interior Column
844.00 Perimeter Column
985.00 Perimeter Column
484.00 Interior Column
487.00 Perimeter Column
968.00 Perimeter Column
1126.00 Perimeter Column
484.00 Perimeter Column
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
Thefore adopt min., Vc = 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
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) -1,973.835
(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
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