structural analysis & design 060313

7/28/2019 Structural Analysis & Design 060313

1/59

DESIGN OF BEAM

BEAM 1

FIXED ENF MOMENT BEAM STIFFNESS (k)

MAB = -60.083 MBA = 60.083 KAB = 1/10

MBC = -38.453 MCB = 38.453 KBC = 1/8

MCD = -38.453 MDC = 38.453 KCD = 1/8

MDE = -38.453 MED = 38.453 KDE = 1/8

MEF = -38.453 MFE = 38.453 KEF = 1/8

DISTRIBUTION FACTOR

DFAB = - (fixed end)

DFBA = 0.50

DFBC = 0.50

DFCB = 0.50

DFCD = 0.50

DFDC = 0.50

DFDE = 0.50

DFED = 0.50

DFEF = 0.50

DFEF = - (fixed end)

AB BA BC CB CD

DF - 0.500 0.500 0.500 0.500

FEM -60.083 60.083 -38.453 38.453 -38.453

1st - 10.815 10.815 - 0.000

COM 5.408 - 0.000 5.407 0.000

2nd - - 0.000 2.704 2.704

COM - - 1.352 - 0.000

3rd - 0.676 0.676 - 0.000

COM 0.338 - 0.000 0.338 0.338

4th - - 0.000 0.338 0.338

COM - - 0.169 - 0.000

5.746 71.574 13.011 47.240 3.380

AB BA BC CB CD

DF 0 0.50 0.50 0.50 0.50

FEM #REF! #REF! #REF! #REF! #REF!

1st #REF! #REF! #REF! #REF! #REF!

COM #REF! #REF! #REF! #REF! #REF!

MOMENT DISTRIBUTION METHOD (WEIGHT OF BEAM)

MOMENT DISTRIBUTION METHOD (DUE TO LOADS)


2/59

2nd #REF! #REF! #REF! #REF! #REF!


3rd #REF! #REF! #REF! #REF! #REF!


4th #REF! #REF! #REF! #REF! #REF!


#REF! #REF! #REF! #REF! #REF!

#REF! #REF!


3/59

SECTION 350 600

EI I = 6,300,000,000.00

EI

EI

EI

EI

DC DE ED EF FE

0.500 0.500 0.500 0.500 -

38.453 -38.453 38.453 -38.453 38.453

- 0.000 - 0.000 -

- 0.000 - 0.000 -

- 0.000 - 0.000 -

1.352 0.000 - 0.000 -

0.676 0.000 - 0.000 -

- 0.000 - 0.000 -

- 0.000 - 0.000 -

0.169 0.000 - 0.000 -

40.650 0.000 38.453 0.000 38.453

DC

#REF!

#REF!

#REF!

#REF!


4/59

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!


5/59

PROPOSED 3 - STOREY RESIDENTIAL BUILDING (VISTA REAL)

DESIGN and ANALYSIS OF COLUMN (C1)

* DESIGN CRITERIA

f'c = 27.65 MPa 4,000 psi

fy = 276.46 MPa 40,000 psi

E = 200,000 MPa

HEIGHT = 3.00 m

* DESIGN LOADING

A. REINFORCED CONCRETE : 23.55 kN/m3

B. DEAD LOAD

* TOPPING : 1.20 kN/m2

25 psf

* CEILING : 0.24 kN/m2

5 psf

* PARTITION : 0.96 kN/m2

20 psf

* 4" CHB WALL : - kN/m2


* CONCRETE SLAB (6") : 3.60 kN/m2

75 psf

* ROOF TRUSS : - kN/m2

* CEMENT TILE ROOFING : - kN/m2

Note:ASSUME FLOOR FINISH : - kN/m

2

CERAMIC TILE 25 mm MORTAR : - kN/m2

TOTAL DEAD LOAD : 6.00 kN/m2

125 psf

C. LIVE LOAD

* ROOF : - kN/m2

* FLOORS : 4.80 kN/m2

100 psf

* BALCONY : - kN/m2

TOTAL LIVE LOAD : 4.80 kN/m2

100 psf

TRIBUTARY AREA = 3.89 m2

Dead Load = 70.02 kNLive Load = 56.02 kN

(STAAD OUTPUT)

SERVICE LOADING w/ EARTHQUAKE

Fy My

DEAD LOAD : #REF! #REF!

LIVE LOAD : #REF! #REF!

DL + 0.75 (LL + EQX/4) : #REF! #REF!

DL + 0.75 (LL + EQZ/4) : #REF! #REF!

1.2 DL + 1.6 LL : #REF! #REF!

* DESIGN ANALYSIS

1.0 ULTIMATE LOAD

Pu = 1.2 DL + 1.6 LL

Pu = #REF! (due to loads)

ASSUME SECTION 400 x 600

weight of column = 141.30 kN

TOTAL Pu = #REF! (loads + weight of column)

2.0 STEEL RATIO

g = 0.01 . 0.08ASSUME:

try g = 0.01

= 0.75

3.0 GROSS AREA OF CONCRETE IN mm2

Mz

#REF!

#REF!

#REF!

#REF!

#REF!


6/59


Ast = 0.03 Ag

G.E. ORIGENES CONSULTING ENGINEERS

Structural Engineer


7/59


PU = 0.80 [ 0.85 f'c (Ag - g Ag) + fy (0.03Ag)]

Ag = #REF! mm2

Ag = S2

S = #REF! say 400 mm

TRIAL SECTION 400 x 600 (EQUIVALENT SECTION)

Ag = S2

Ag = 160,000.00 mm2

4.0 REQUIRED STEEL AREA

As = g Ag

As = 1,600.00 mm2

try diameter of bar = 20 mm

Ast = D / 4 ######

Ast = 314.16 mm2

No. of Bars

As

Astn = 5.09 say 6 bars

Use 8 - 20 mm

Ast = Dn / 4

Ast = 2,513.27 mm 2

CHECK STEEL RATIO

Ast

Ag

g = 0.0157

Note:

g = 0.0157 > 0.01 < 0.08 ok

CHECK STIRRUPS/ TIES

CODE

a. = 320 mm

b. = 576 mmc. = 400 mm

Note:

use 12 mm ties @ 320 mm spacing on center

CHECK ADEQUACY

Pu = (0.80)[0.85 f'c (Ag - Ast ) + fy g]

Pu =

Note:

SINCE Pu = #REF!

THEREFORE ; #REF!

22,205.12 kN #REF!

g =

22,205.12 kN

16 x dBar

48 x dtiesLeast column dimension

Ag =Pu

(0.85)[0.85 f'c (1 - g ) + fy g ]

n =


8/59


4.0 BENDING IN BOTH AXES

CHECK BENDING IN BOTH AXES

@ My

Mz

Puey = #REF!

@ Mz

My

Pu

ez = #REF!

balanced eccentricity eb

= 0.85

0.003 0.003 + (fy / Es)

600 d600 + fy

d = 530.00 mm (effective depth of column @ long side)

d' = 60.00 mm

C = 273.83 mm

a = Ca = 232.75 mm

assume f's = fy

C1 = 0.85 f'c a b

C1 = 3,281,746.66 N

T = As fy

T = 173,707.57 N

C2 = As fs' = As fy

C2 = 173,707.57 N

Fv = 0

T + Pb = C1 + C2

Pb =

Mo = 0

Pb (x) = C1 (d - a/2) + C2 (d - d')

x = 438.50 mm

x = 240 + eb

eb = 198.50 mm # #REF! #REF!

DETERMINE VALUE OF Pnz WHEN ey = 0

C1 = 0.85 f'c a b

C1 = 9,399.78244 a

C2 = As fs' = As fy

C2 = 173,707.57 N

T = As fy

T = 173,707.57 N

Fv = 0

ey =

ez =

=

=

d

C

3,281,746.66 N


9/59


Mo = 0

Pnz (x) = C1 (d - a/2) + C2 (d - d')

Pnz 1 =

Pnz2 =

use Pnz 1 =

Pnz =

a =

a = CC =

0.003

#REF! #REF!

s' = #REF!

fs'

Es

fs' = #REF! # 276.46 mm #REF!

therefore

fs' = fy (assumption is correct)

DETERMINE VALUE OF Pny WHEN ez = 0

d = 330.00 mm (effective depth of column @ short side)

d' = 60.00 mm

C1 = 0.85 f'c a b

C1 = 14,099.67365 a

C2 = As fs' = As fy

C2 = 260,561.36 N

T = As fy

T = 260,561.36 N

Fv = 0

T + Pny = C1 + C2

Pny =

Mo = 0

Pny (x) = C1 (d - a/2) + C2 (d - d')

Pny 1 =

Pny2 =

use Pny 1 =

Pny =

a =

a = CC =

0.003

#REF! #REF!

s' = #REF!

fs'Es

fs' = #REF! # 141.30 mm #REF!

#REF!

9,399.78244 a

#REF!

#REF!

#REF!

s' =

#REF!

14,099.67365 a

=

#REF!

#REF!

#REF!

14,099.67365 a

#REF!

#REF!

=

s' =


10/59



USING BRESLER EQUATION

1 1 1 1

Pn Pnx Pny Po

Po = 0.85 f'c (Ag - Ast) + Ast fy

Ag = 240,000.00 mm2

Ast = 2,513.27 mm2

Po = 6,275.64 kN

1 1 1 1

Pn Pny Pnz Po

1 1 1 1

Pn #REF! #REF! 6275.639

Pn = #REF! # 627.56 kN #REF!

Pu = #REF! (LOADING CAPACITY)

Note

SINCE Pu = #REF! # #REF! #REF!

-

= + -

= + -

= +


11/59


DESIGN and ANALYSIS OF COLUMN (C2)

* DESIGN CRITERIA

f'c = 27.65 MPa 4,000 psi

fy = 276.46 MPa 40,000 psi

E = 200,000 MPa

HEIGHT = 3.00 m

* DESIGN LOADING


B. DEAD LOAD


25 psf


5 psf


20 psf




75 psf


* CEMENT TILE ROOFING : - kN/m

Note:

ASSUME FLOOR FINISH : - kN/m2



125 psf

C. LIVE LOAD

* ROOF : - kN/m


100 psf

* BALCONY : - kN/m2


100 psf

TRIBUTARY AREA = 3.89 m2

Dead Load = 70.02 kN

Live Load = 56.02 kN

(STAAD OUTPUT)


Fy My

DEAD LOAD : #REF! #REF!

LIVE LOAD : #REF! #REF!

DL + 0.75 (LL + EQX/4) : #REF! #REF!

DL + 0.75 (LL + EQZ/4) : #REF! #REF!

1.2 DL + 1.6 LL : #REF! #REF!

* DESIGN ANALYSIS

1.0 ULTIMATE LOAD

Pu = 1.2 DL + 1.6 LL

Pu = #REF! (due to loads)

ASSUME SECTION 400 x 500

weight of column = 127.17 kN

TOTAL Pu = #REF! (loads + weight of column)

2.0 STEEL RATIO

g = 0.01 . 0.08ASSUME:

try g = 0.01

Mz

#REF!

#REF!

#REF!

#REF!

#REF!


Structural Engineer


12/59


13/59


Pu =

Note:

SINCE Pu = #REF!

THEREFORE ; #REF!

5.0 BENDING IN BOTH AXES

CHECK BENDING IN BOTH AXES

@ My

Mz

Puey = #REF!

@ Mz

My

Pu

ez = #REF!

balanced eccentricity eb

= 0.85

0.003 0.003 + (fy / Es)

600 d

600 + fy

d = 430.00 mm (effective depth of column @ long side)

d' = 60.00 mm

C = 273.83 mm

a = Ca = 232.75 mm

assume f's = fy

C1 = 0.85 f'c a b

C1 = 2,734,788.88 N

T = As fy

T = 173,707.57 N

C2 = As fs' = As fy

C2 = 173,707.57 N

Fv = 0T + Pb = C1 + C2

Pb = 2,734,788.88 N

Mo = 0

Pb (x) = C1 (d - a/2) + C2 (d - d')

x = 337.12 mm

x = 240 + eb

eb = 97.12 mm # #REF! #REF!

DETERMINE VALUE OF Pnz WHEN ey = 0

22,293.71 kN

#REF!

ey =

ez =

=d

C =

22,293.71 kN


Structural Engineer


14/59


C1 = 0.85 f'c a b

C1 = 9,399.78244 a

C2 = As fs' = As fy

C2 = 173,707.57 N

T = As fy

T = 173,707.57 N

Fv = 0

T + Pnz = C1 + C2

Pnz =

Mo = 0

Pnz (x) = C1 (d - a/2) + C2 (d - d')

use Pnz 1 =

Pnz =

a =

a = C

C =

0.003

#REF! #REF!

s' = #REF!

fs'

Es

fs' = #REF! # 276.46 mm #REF!

therefore


DETERMINE VALUE OF Pny WHEN ez = 0

d = 330.00 mm (effective depth of column @ short side)

d' = 60.00 mm

C1 = 0.85 f'c a b

C1 = 11,749.72804 a

C2 = As fs' = As fy

C2 = 260,561.36 N

T = As fy

T = 260,561.36 N

Fv = 0T + Pny = C1 + C2

Pny =

Mo = 0

Pny (x) = C1 (d - a/2) + C2 (d - d')

use Pny 1 =

Pny =

a =

a = CC =

9,399.78244 a

#REF!

9,399.78244 a

#REF!

#REF!

=

s' =

11,749.72804 a

#REF!

11,749.72804 a

#REF!

#REF!


Structural Engineer


15/59


0.003

#REF! #REF!

s' = #REF!

fs'

Es

fs' = #REF! # 127.17 mm #REF!

therefore


USING BRESLER EQUATION

1 1 1 1

Pn Pnx Pny Po

Po = 0.85 f'c (Ag - Ast) + Ast fy

Ag = 200,000.00 mm2

Ast = 1,884.96 mm2

Po = 5,176.72 kN

1 1 1 1

Pn Pny Pnz Po

1 1 1 1

Pn #REF! #REF! 5176.719

Pn = #REF! # 517.67 kN #REF!

Pu = #REF! (LOADING CAPACITY)

Note

SINCE Pu = #REF! # #REF! #REF!

=

s' =

= + -

= + -

= + -


Structural Engineer


16/59

PROJECT : MINDPRO MALL

LOCATION : LA PURISIMA ST. ZAMBOANGA CITY

SUBJECT : STRUCTURAL DESIGN and ANALYSIS

DESIGN and ANALYSIS OF COMBINE FOOTING FOUNDATION (CF1)

* DESIGN CRITERIA

f'c = 27.65 MPa 4,000 psi

fy = 276.46 MPa 40,000 psi

SOIL BEARING CAPACITY = 91.15 kN/m2

1,900 psf

HEIGHT = 14.50 m

* DESIGN LOADING


B. DEAD LOAD


25 psf


5 psf* PARTITION : 0.72 kN/m

215 psf




62.5 psf



Note:



TOTAL DEAD LOA : 5.16 kN/m2

107.50 psf

C. LIVE LOAD* ROOF : - kN/m


100 psf

* BALCONY : - kN/m2


100 psf

CONSIDER MEMBER 30, 31 AND 99

@ MEMBER 28

PU = 1,003.17 kips ~

MU = 463.11 kips - ft ~

PDL = 744.75 kips ~

PLL = 68.42 kips ~

MDL = 2.22 kips - ft ~

MLL = 0.36 kips - ft ~@ MEMBER 29

PU = 1,530.18 kips ~

MU = 532.53 kips - ft ~

PDL = 1,091.89 kips ~

PLL = 101.33 kips ~

MDL = 54.20 kips - ft ~ (-)

MLL = 5.76 kips - ft ~

@ MEMBER 99

PU = 864.69 kips ~

MU = 470.49 kips - ft ~

PDL = 601.99 kips ~

PLL = 33.82 kips ~

MDL = 18.76 kips - ft ~MLL = 1.97 kips - ft ~

150.44 kN

25.44 kN-m

0.49 kN-m

4,462.30 kN

627.98 kN-m

3,312.80 kN

304.35 kN

3.01 kN-m

2.67 kN-m

6,806.55 kN

722.11 kN-m

4,856.95 kN

450.74 kN

73.50 kN-m

7.81 kN-m

3,846.31 kN

637.98 kN-m

2,677.77 kN


17/59

* DESIGN ANALYSIS

1.0 ASSUME WEIGHT OF FOOTING (6% - 8%)

Wt.footing = (10%) (PDL + PLL)

Wt.footing = 1,175.30 kN

2.0 REQUIRED AREA OF FOOTING

A footing = 141.84 m2

BL = A footing

BL = 141.84 m2

x = 10.05 m

L = 20.89 m say 20.90 m

B = 6.79 m say 6.80 m

size of footing = 6.80 m x 20.90 m

3.0 ULTIMATE LOADING

Pu30 = (@ MEMBER 30)



4.0 NET UPWARD SOIL PRESSURE

Pu

Actual area

qult = 106.35 kN/m2

5.0 UNIFORM UPWARD PRESSURE

Pu

length

= 723.21 kN/m

6.0 THICKNESS OF FOOTING

a.) ALLOWABLE VALUE OF PUNCHING SHEAR

1

6

Vc = 0.876 MPa

b.) ACTUAL VALUE OF PUNCHING SHEAR

Vu

bd

Vu = qu [ L2

- (d + C)2

]

0 85

4,462.30 kN

=

Vc = f'c

Vc =

A footing =wt. of footing + DL +LL

allowable soil pressure

6,806.55 kN

3,846.31 kN

qult =


18/59

@ MEMBER 30

Vu 30 =

4940.25 d = 2834.29

d = 573.71 mm say 600 mm (thickness of footing)

@ MEMBER 31

Vu 31 =

4940.18 d = 2545.20


@ MEMBER 99

Vu 99 =

4945.23 d = 3344.52


USE d = 515.20 mm say 520 mm (thickness of footing)

use 20 mm BARS

TOTAL DEPTH = 600.00 mm

Check weight ot footing

Wt.footing = 2,008.16 kN > 1,175.30 kN

TOTAL LOAD = 13,761.19 kN

TOTAL LOAD

Actual Area

ACTUAL SOIL PRESSURE = 96.83 kN/m2

> 91.15 kN/m2

adjus

TRY SECTION SIZES

L = 26.50 m

B = 6.50 mTOTAL DEPTH (d) = 600.00 mm

Check weight ot footing

Wt.footing = 2,433.89 kN > 1,175.30 kN

TOTAL LOAD = 14,186.93 kN

TOTAL LOAD

Actual Area

ACTUAL SOIL PRESSURE = 82.36 kN/m < 91.15 kN/m safe

6.0 BENDING MOMENT

Mu = 6,904.34 kN-m (from shear and moment diagram)

7.0 REINFORCING STEEL BARS

LONGITUDINAL REINFORCEMENT

Mu = f'c b d2

(1-0.59 )

1 = 1.678982 = 0.01594

1 f'c 2 f'c

fy fy

1 = 0.16790 2 = 0.00159

1.4

fy

min = 0.00506

ACTUAL SOIL PRESSURE =

2,834.29 kN

2,545.20 kN

3,344.52 kN

ACTUAL SOIL PRESSURE =

2 =

min=

1 =


19/59

CODE

IF > min use = min

= 0.00159 < 0.00506

SINCE < min

THEREFORE USE min = 0.00506

STEEL AREA

As = b d

As = 17,116.14 mm2

No. OF BARS

As Note: use 20 mm BARS

Ab

N = 54.48 say 55 20 mm BARS @ 120 mm O.C

8.0 DEVELOPMENT LENGTH

0.02 Ab fy

f'cLd = 330.37 mm

Ld = 0.06 db fy

Ld = 331.76 mm say 340 mm (minimum development length)

Ld furnished = #REF! ## 330.37 mm #REF!

## 331.76 mm #REF!

Ld =

N =


20/59

ISM SUMMER PROJECT

University Parkway, Bonifacio Global City, Taguig Metro Manila

DESIGN and ANALYSIS OF ISOLATED FOOTING (F1)

* DESIGN CRITERIA

f'c = 27.65 MPa 4,000 psi

fy = 276.46 MPa 40,000 psi


5,000 psf

DEPTH FROM TOP OF FOOTING = 2.30 mDENSITY OF SOIL = 18.90 kN/m

3

HEIGHT OF COLUMN = 1.10 m

* DESIGN LOADING


B. DEAD LOAD


25 psf

* CEILING : - kN/m2

* PARTITION : - kN/m2



* CONCRETE SLAB (6") : - kN/m2



Note:




25.00 psf

C. LIVE LOAD

* ROOF : - kN/m2


100 psf

* BALCONY : - kN/m2

TOTAL LIVE LOAD : 4.80 kN/m

2

100 psf

(STAAD OUTPUT)


Fy Mx

DEAD LOAD : 94.947 kN 1.716 kN-m

LIVE LOAD : 146.895 kN 2.194 kN-m

WIND LOAD : 49.451 kN -96.147 kN-m

DL + 0.75 (LL + EQX/4) : 205.094 kN 3.387 kN-m

DL + 0.75 (LL + EQZ/4) : 207.007 kN -1.158 kN-m

DL + 0.75 (LL + WL) : 242.207 kN -68.749 kN-m

1.2 DL + 1.6 LL : 348.969 kN 5.569 kN-m

1.2 DL + 1.6 WL + 1.0 LL : 339.954 kN -149.582 kN-m

* DESIGN ANALYSIS


Wt.footing = (6% - 8%) (PDL + PLL)

Wt.footing = 19.35 kN

1.1 ASSUME WEIGHT OF COLUMN

Wt.column = 5.18 kN

1.2 TOTAL WEIGHT

Wt.total = 266.37 kN


-0.963 kN-m

-0.332 kN-m

Mz

4.409 kN-m

-0.093 kN-m

-0.137 kN-m

-0.205 kN-m

-0.350 kN-m

-0.577 kN-m


21/59

ISM SUMMER PROJECT


consider OVERBURDEN PRESSURE

Wt.soil = 125.63 kN

therefore TOTAL WEIGHT APPLIED

Wt.total = 392.00 kN

CHECK SOIL PRESSURE @ SERVICE LOAD

P 6 e

B2 B

consider @ Mx

M

P

e = 0.016 m

P 6 e

B2 Bqmin = 95.53 kPa < 239.86 kPa ok

qmax = 85.22 kPa < 239.86 kPa ok

consider @ Mz

M

P

e = -0.001 m

P 6 e

B2 B

qmax = 90.07 kPa < 239.86 kPa ok

qmin = 90.68 kPa < 239.86 kPa ok

3.0 ULTIMATE LOAD

Pu = 1.2 PuDL + 1.6 PuLL

Pu = 348.969 kN

Mu = 1.2 MuDL + 1.6 MuWL + 1.0 MuLLMuX = -149.582 kN-m

MuZ = -0.577 kN-m


qu = 120.751 kN/m2

5.0 ALLOWABLE ULTIMATE SOIL PRESSURE

qa = 203.12 kN/m2



2 f'c

c 6

COLUMN SIZE : 400 x 500

Vc = 1 +

DL +LL

Allowable soil pressure x Puqa =

e =

q

qu =Pu

Actual area

= 1 +/-

e

q = 1 +/-

=

q = 1 +/-


22/59

ISM SUMMER PROJECT



Vu

b0 d

Vu = qu [ L2 - (d + C)2 ]

= 0.85

b0 d = (d + c)(4)(d)

b0 d = (4d + 3.2d)

d = 228.07 mm say 320 mm (effective depth of footing)

t = 400.00 mm (thickness of footing)

7.0 BENDING MOMENT

@ Mx

Mux = 5.569 kN-m @ 1.2 DL + 1.6 LL

Mux = -149.582 kN-m @ 1.2 DL + 1.6 WL + 1.0 LL

use MuX = -149.582 kN-m

@ Mz

MuZ = -0.332 kN-m @ 1.2 DL + 1.6 LL

MuZ = -0.577 kN-m @ 1.2 DL + 1.6 WL + 1.0 LL

use MuZ = -0.577 kN-m

SOIL PRESSURES

Pu 6 MuX 6 MuX

L2 L3

L3

fuA = -62.631 kPa

Pu 6 MuX 6 MuX

L2 L3

L3

fuB = -61.222 kPa

Pu 6 MuX 6 MuX

L2 L3

L3

fuC = 302.723 kPa

Pu 6 MuX 6 MuX

L2 L3

L3

fuD = 304.132 kPa

AVE. SOIL PRESSURE = 120.751 kPa

Pu

L2

MAX. SOIL PRESSURE = 304.132 kPa

8.0 BEAM SHEAR (ONE - WAY SHEAR)

@ short dimension of column

x = 0.330 m

Vu = 100.36 kN

Vu

b d

V = 0.369 MPa

fuC =

fuD = -

fuA = +

Vc =

+

fuB = + -

- +

-

fuA + fuB + fuC + fuD

4

= 120.751 kPa

V =

AVE. SOIL PRESSURE =


23/59

ISM SUMMER PROJECT


1

6

Va = 0.876 MPa

V = 0.257 MPa < 0.876 MPa SAFE

9.0 PUNCHING SHEAR (TWO - WAY SHEAR)

qu = 120.751 kN/m2

x' = 0.720 m

x'' = 0.820 m

Vu = 277.68 kN

Vu

b d

Vp = 0.331 MPa

1

3Va = 1.753 MPa

V = 0.331 MPa < 1.753 MPa SAFE

10.0 REINFORCING STEEL BARS


Mu = qu (L)(x)(x/2)

x = 1.100 m

Mu = 124.192 kN-m

Mu = f'c b d2 (1-0.59 )

1 = 1.64468

2 = 0.05023

f'c f'cfy fy

1 = 0.16447 2 = 0.00502

1.4

fy

min = 0.00506

CODEIF < min use = min

= 0.00502 < 0.00506

SINCE > minTHEREFORE USE = 0.00506

STEEL AREAAs = b dAs = 1,620.46 mm2

No. OF BARS


Ab

N = 5.16 say 9 20 mm BARS

SPACING

Mu = 102.638 kN-mMu = f'c b d

(1-0.59 )

64468

Va = f'c

Vp =

f'cVa =

1 = 2 =

min =

N =


24/59

ISM SUMMER PROJECT


= 0.00502 < 0.00506



25/59

ISM SUMMER PROJECT


STEEL AREAAs = b dAs = 1,620.46 mm

2

No. OF BARS


AbN = 5.16 say 9 20 mm BARS

SPACINGAb (1000)

As

S = 193.87 mm say


0.02 Ab fy

f'c

Ld = 330.37 mm

Ld = 0.06 db fy

Ld = 331.76 mm (minimum development length)

Ld furnished = 1,630.00 mm > 330.37 mm ok

> 331.76 mm ok

12.0 BEARING FORCE IN CONCRETE @ BASE OF COLUMN

A2

A1

= 0.70

Fb = 7,989.82 kN > 348.97 kN safe

13.0 BEARING STRENGTH OF COLUMN AT THE BASE OF FOOTING

Fb = 0.85 f'c A1

A1 = 200,000.00 mm2

Fb =

Excess load = 2,940.95 kN (to be transferred by dowels)

T = As fy

As = 15,196.77 mm2

ACI CODE

Asmin = 0.005 Ag

Asmin = 1,000.00 mm2

REQUIRED As PER BAR

Asmin

no. of dowels

As per bar = 250.00 mm2

N =

=

Fb = 0.85 f'c A1A2

A1

= 3.80 > 2 = 2

3,289.92 kN

As per bar =

S =

190.00 mm O.C

Ld


26/59

ISM SUMMER PROJECT


14.0 DEVELOPMENT LENGTH OF DOWELS

0.25 db fy

f'c

Req. Ld = 210.32 mm say

Ld = 0.04 db fy


Ld furnished = 302.00 mm > 211.00 mm ok

15.0 ACTUAL WEIGHT OF FOOTING

TOTAL DEPTH = 400 mm

Wt.footing = 27.22 kN (actual weight of footing)

TOTAL WEIGHT = 269.07 kN

A footin = 1.12 m2 (from actual weight)

A footin = 1.36 m2

(from initial assumption)

SINCEA footing = 1.12 < 1.36 safe

16.0 SUMMARY

FOOTING DIMENSION : 1,700 mm x 1,700 mm

THICKNESS : 400 mm

REBARS :

use 20 mm BARS on both sides

SPACING : 190 mm O.C

DOWELS :use 16 mm BARS

211.00 mm

Req. Ld =


27/59

ISM SUMMER PROJECT


DESIGN and ANALYSIS OF ISOLATED FOOTING (F2)

* DESIGN CRITERIA

f'c = 27.65 MPa 4,000 psi

fy = 276.46 MPa 40,000 psi


5,000 psf

DEPTH FROM TOP OF FOOTING = 0.80 mDENSITY OF SOIL = 18.90 kN/m

3

HEIGHT OF COLUMN = 0.80 m

* DESIGN LOADING


B. DEAD LOAD


25 psf

* CEILING : - kN/m2

* PARTITION : - kN/m2



* CONCRETE SLAB (6") : - kN/m2



Note:




25.00 psf

C. LIVE LOAD

* ROOF : - kN/m2


100 psf

* BALCONY : - kN/m2


100 psf

(STAAD OUTPUT)


Fy Mx

DEAD LOAD : 20.649 kN -2.859 kN-m

LIVE LOAD : 26.447 kN -4.430 kN-m

WIND LOAD : -49.437 kN -101.555 kN-m

DL + 0.75 (LL + EQX/4) : 40.469 kN -6.158 kN-m

DL + 0.75 (LL + EQZ/4) : 38.599 kN -10.199 kN-m

DL + 0.75 (LL + WL) : 3.406 kN -82.348 kN-m

1.2 DL + 1.6 LL : 67.095 kN -10.520 kN-m

1.2 DL + 1.6 WL + 1.0 LL : -27.874 kN -170.349 kN-m

* DESIGN ANALYSIS




1.1 ASSUME WEIGHT OF COLUMN

Wt.column = 2.64 kN

1.2 TOTAL WEIGHT

Wt.total = 53.50 kN


qall = 239.86 kN/m

0.386 kN-m

0.063 kN-m

Mz

-0.081 kN-m

0.175 kN-m

-0.023 kN-m

-0.033 kN-m

0.148 kN-m

3.956 kN-m


28/59

ISM SUMMER PROJECT


consider OVERBURDEN PRESSURE

Wt.soil = 34.02 kN

therefore TOTAL WEIGHT APPLIED

Wt.total = 87.52 kN

CHECK SOIL PRESSURE @ SERVICE LOAD

P 6 e

B2 B

consider @ Mx

M

P

e = -0.155 m

P 6 e

B2

Bqmin = 8.61 kPa < 239.86 kPa ok

qmax = 36.60 kPa < 239.86 kPa ok

consider @ Mz

M

P

e = -0.001 m

P 6 e

B2 B

qmax = 22.50 kPa < 239.86 kPa ok

qmin = 22.71 kPa < 239.86 kPa ok

3.0 ULTIMATE LOAD

Pu = 1.2 PuDL + 1.6 PuLLPu = 67.095 kN

Mu = 1.2 MuDL + 1.6 MuWL + 1.0 MuLLMuX = -170.349 kN-m

MuZ = 0.175 kN-m


qu = 29.820 kN/m2


qa = 203.54 kN/m2



2 f'c

c 6


qu =

q =

1 +/-

e =

q = 1 +/-

q =

e =

1 +/-

Pu

Actual area

qa =Allowable soil pressure x Pu

DL +LL

Vc = 1 +


29/59

ISM SUMMER PROJECT



Vu

b0 d

Vu = qu [ L2 - (d + C)2 ]

= 0.85

b0 d = (d + c)(4)(d)

b0 d = (4d + 3.2d)



7.0 BENDING MOMENT

@ Mx

Mux = -10.520 kN-m @ 1.2 DL + 1.6 LL

Mux = -170.349 kN-m @ 1.2 DL + 1.6 WL + 1.0 LL

use MuX = -170.349 kN-m

@ Mz

MuZ = -0.081 kN-m @ 1.2 DL + 1.6 LL

MuZ = 0.175 kN-m @ 1.2 DL + 1.6 WL + 1.0 LL

use MuZ = 0.175 kN-m

SOIL PRESSURES

Pu 6 MuX 6 MuX

L2 L3

L3

fuA = -272.712 kPa

Pu 6 MuX 6 MuX

L2 L3

L3

fuB = -273.334 kPa

Pu 6 MuX 6 MuX

L2 L3

L3

fuC = 332.974 kPa

Pu 6 MuX 6 MuX

L2 L3

L3

fuD = 332.352 kPa


Pu

L2




x = 0.230 m

Vu = 76.58 kN

Vu

b d

V = 0.282 MPa

1

6

Vc =

fuA = + +

fuB = + -

fuC = - +

fuD = - -

AVE. SOIL PRESSURE =fuA + fuB + fuC + fuD

4

= 29.820 kPa

V =

Va = f'c


30/59


31/59

ISM SUMMER PROJECT


1.4

fy

min = 0.00506


= 0.00107 < 0.00506


min=


32/59

ISM SUMMER PROJECT


STEEL AREAAs = b dAs = 1,620.46 mm2

No. OF BARS


AbN = 5.16 say 8 20 mm BARS

SPACINGAb (1000)

As

S = 193.87 mm say


0.02 Ab fy

f'cLd = 330.37 mm

Ld = 0.06 db fy


Ld furnished = 1,430.00 mm > 330.37 mm ok

> 331.76 mm ok


A2

A1

= 0.70

Fb = 5,592.87 kN > 67.10 kN safe


Fb = 0.85 f'c A1

A1 = 140,000.00 mm2

Fb =


T = As fy

As = 11,553.30 mm2

ACI CODE

Asmin = 0.005 Ag

Asmin = 700.00 mm2

REQUIRED As PER BAR

Asmin

no. of dowels

As per bar = 175.00 mm2

Note:

=

N =

S =

190.00 mm O.C

Ld =

0.85 f'c A1A2

A1

= 4.01 > 2

Fb

= 2

2,302.95 kN

As per bar =


33/59

ISM SUMMER PROJECT


14.0 DEVELOPMENT LENGTH OF DOWELS

0.25 db fy

f'c

Req. Ld = 210.32 mm say

Ld = 0.04 db fy



15.0 ACTUAL WEIGHT OF FOOTING

TOTAL DEPTH = 400 mm

Wt.footing = 21.20 kN (actual weight of footing)

TOTAL WEIGHT = 68.29 kN

A footin = 0.28 m2 from actual wei ht

Afootin = 0.39 m

2

(from initial assumption)

SINCEA footing = 0.28 < 0.39 safe

16.0 SUMMARY

FOOTING DIMENSION : 1,500 mm x 1,500 mm

THICKNESS : 400 mm

REBARS :

use 20 mm BARS on both sides

SPACING : 190 mm O.C

DOWELS :

use 16 mm BARS

211.00 mm

Req. Ld =


34/59

DESIGN and ANALYSIS OF COMBINED FOOTING (CF1)

* DESIGN CRITERIA

f'c = 27.65 MPa 4,000 psi

fy = 276.46 MPa 40,000 psi


4,000 psf

HEIGHT = 3.00 m

* DESIGN LOADING


B. DEAD LOAD


25 psf


5 psf


15 psf




63 psf



Note:




107.50 psf

C. LIVE LOAD

* ROOF : - kN/m2


100 psf

* BALCONY : - kN/m2


100 psf

(STAAD OUTPUT)


@ NODE 113

Fy Mx

DEAD LOAD : 233.481 kN -4.882 kN-m

LIVE LOAD : 40.602 kN -1.020 kN-m

DL + 0.75 (LL + EQX/4) : 259.995 kN -0.866 kN-m

DL + 0.75 (LL + EQZ/4) : 268.867 kN -26.573 kN-m

1.2 DL + 1.6 LL : 345.141 kN -7.489 kN-m

@ NODE 129

Fy Mx

DEAD LOAD : 72.992 kN -6.267 kN-m

LIVE LOAD : -1.035 kN -1.229 kN-m

DL + 0.75 (LL + EQX/4) : 94.339 kN -4.220 kN-m

DL + 0.75 (LL + EQZ/4) : 73.575 kN -18.834 kN-m1.2 DL + 1.6 LL : 85.934 kN -9.487 kN-m

* DESIGN ANALYSIS





A footing = 1.95 m2

BL = A

Mz

3.513 kN-m

1.650 kN-m

14.716 kN-m

4.272 kN-m

A footing =wt. of footing + DL +LL

3.302 kN-m

7.674 kN-m

6.855 kN-m

allowable soil pressure

Mz

3.112 kN-m

2.462 kN-m

18.390 kN-m


35/59

B = 0.97 m say 1.00 m

size of footing = 1.00 m x 2.00 m

3.0 ULTIMATE LOAD

Pu1 = 1.2 PuDL + 1.6 PuLL

Pu1 = 345.141 kN

Pu1 = 1.2 PuDL + 1.6 PuLL

Pu1 = 85.934 kN

4.0 UPWARD PRESSURE ALONG THE LENGTH

W1 = 215.538 kN

SHEAR AND MOMENT DIAGRAM


qu = 215.538 kN/m2


qa = 239.05 kN/m



2 f'c c 6


c = 1.50

1

3

CODE : WHICHEVER IS LESSER

Vc = 2.17 kN > 1.75 kN ok


Vu

b0 d

Vu = qu [ L2

- (d + C)2

]

= 0.85

b0 d = (d + c)(4)(d)

b0 d = (4d + 3.2d)



7.0 BENDING MOMENT

c =long side of column

short side of column

Vc =

Vc = f'c

qa =Allowable soil pressure x Pu

DL +LL

Vc = 1 +

qu =Pu

Actual area


36/59

use MuZ = 18.390 kN-m


37/59

SOIL PRESSURES

Pu 6 MuX 6 MuX

L2 L

3L

3

fuA = 296.043 kPa

Pu 6 MuX 6 MuX

L2 L

3L

3

fuB = 75.363 kPa

Pu 6 MuX 6 MuX

L2 L

3L

3

fuC = 614.919 kPa

Pu 6 MuX 6 MuX

L2 L

3L

3

fuC = 394.239 kPa


Pu

L2




x = -0.022 m

Vu = -13.53 kN

Vu

b d

V = -0.049 MPa

1

6

Va = 0.876 MPa

V = -0.049 MPa < 0.88 kN SAFE

@ long dimension of column

x = -0.122 m

Vu = -75.02 kN

Vu

b d

V = -0.274 MPa

1

6

Va = 0.876 MPa

V = -0.274 MPa < 0.876 MPa SAFE

9.0 PUNCHING SHEAR (TWO - WAY SHEAR)

qu = 345.141 kN/m2

x' = 0.722 m

x'' = 0.922 m

Vu = 115.39 kN

Va = f'c

V =

Va = f'c

V =

AVE. SOIL PRESSURE =fuA + fuB + fuC + fuD

4

= 345.141 kPa

- +

fuC = - -

fuA = + +

fuB = + -

=fuC


38/59


Mu = qu (L)(x)(x/2)

x = 1.100 m

Mu = 208.810 kN-m

Mu = f'c b d (1-0.59 )

1 = 1.609692 = 0.08522

f'c f'cfy fy

1 = 0.16097 2 = 0.00852

1.4

fy

min = 0.00506


= 0.00852 > 0.00506


STEEL AREA

As = b dAs = 2,744.23 mm

2

No. OF BARS


Ab

N = 8.74 say 11 20 mm BARS

SPACINGAb (1000)

As

S = 114.48 mm say

@ long dimension of column

Mu = qu (L)(x)(x/2)

x = 1.000 m

Mu = 172.571 kN-m

Mu = f'c b d (1-0.59 )

1 = 1.609692 = 0.08522

f'c f'cfy fy

1 = 0.16097 2 = 0.00852

1.4

fy

min = 0.00506


= 0.00852 > 0.00506


2 =

min=

1 =

115.00 mm O.C

=

min=

N =

S =

1 = 2


39/59

S = 114.48 mm say


0.02 Ab fy

f'cLd = 330.37 mm

Ld = 0.06 db fy



> 331.76 mm ok


A2

A1

= 0.70Fb = 9,587.78 kN > 345.14 kN safe


Fb = 0.85 f'c A1A1 = 240,000.00 mm

2

Fb =


T = As fy

As = 18,616.56 mm2

ACI CODE

Asmin = 0.005 Ag

Asmin = 1,200.00 mm2

REQUIRED As PER BAR

= 2.04 > 2 = 2

3,947.91 kN

115.00 mm O.C

Ld =

Fb = 0.85 f'c A1A2A1


40/59

ISM SUMMER PROJECT


* DESIGN OF I - BEAM SUPPORT

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

LENGTH = 6.00 m

ASSUME SECTION : W 16 x 67

PROPERTIES:

wt = 67.00 lb/ft

A = 19.700 in2

d = 16.330 in

tw = 0.395 in

bf = 10.235 in

tf = 0.665 in

T = 13.625 in

rT = 2.750 in

Ix = 954.000 in4

Sx = 117.000 in3

rx = 6.960 in

Iy = 119.000 in4

Sy = 23.200 in3

ry = 2.460 in

Zx = 130.000 in3

Zy = 35.500 in3

LOADING

* WEIGHT OF CHEQUERED PLATE : 53.27 kg/m2

0.523 kN/m2

TRIBUTARY WIDTH = 6.00 m

* WEIGHT OF CHEQUERED PLATE = 3.135 kN/m* WEIGHT OF CHANNEL = 25.00 lb/ft 0.366 kN/m

* CONSIDER SELF WEIGHT OF I - BEAM

* WEIGHT OF I - BEAM = 67.00 lb/ft 0.980 kN/m

TOTAL DEAD LOAD =

TOTAL LIVE LOAD =

TOTAL LOAD (w) =

CHECK FOR COMPACTNESS

bf 170

2 tf Fy

0.08 10.795 OK

d 1680

tw Fy

41.34 106.680 OK

CHECK FOR LATERAL SUPPORT

200 bfFy

Lc = = 3,302 mm

AXIS X - X

AXIS Y - Y

AXIS Z - Z

* THEREFORE SECTION OF COMPACT"

28.784 kN/m

11.677 kN/m

40.461 kN/m


41/59

ISM SUMMER PROJECT


137,900

(d / Af) Fy

THEREFORE USE Lc = 2,103.22 mm

CHECK FOR BENDING

Mx

Sx

w L2

8

Mx = 59.363 kN-m

Mx

Sx

fb =

NOTE: ALL0WABLE BENDING STRESS

CODE:

A.) Lb Lc

Fb = 0.66 Fy (ALLOWABLE)

B.) Lb > Lc


SINCE

Lb = 3,426 mm

Lc = 3,302 mm

Lb > Lc

A.) WHEN

L 3,516,330 CbrT Fy

B.) WHEN

L 3,516,330 CbrT Fy

1,172,100 Cb

(L / rT)2

C.) ANY VALUE OF ( L / rT )2

82,740 Cb

(L d / Af)

Moment gradient multiplier C b

Cb = 1.75 + 1.05 (M1 / M2) + 0.3 (M1 / M2)2

2.3

Cb = 1.0 (Cantilever beams)

= 1.0 (simply supported beams)

CHECK

A.) L 3,516,330 CbrT Fy

<

Fb = 0.60 Fy

30.962 Mpa

703,270 Cb

Fy

Fb = 2/3 -Fy ( L / rT )

2

fb = (ACTUAL)

Mx =

fb =

Lc = = 17,038 mm


42/59

ISM SUMMER PROJECT


Fb = 148.800 Mpa OK

82,740 Cb

(L d / Af)

Fb = 148.800 Mpa OK

THEREFORE USE LARGER Fb =

fb = < 145.989 Mpa

CHECK FOR SHEARING

w L

2

V =

V

d tw

fv =

A.) WHEN ALLOWABLE SHEAR

h 998

tw Fy

Fv = 0.40 Fy (ALLOWABLE)

B.) WHEN ALLOWABLE SHEAR

h 998

tw Fy

Fy

2.89

V Fy

h tw 2.89

h

tw

998

Fy

41.34 < 63.37 OK

Fv = 0.40 Fy

Fv =

fv = < 99.200 Mpa SAFE

CHECK FOR DEFLECTION

5wL2

384 EI

actual = 0.045 mm

L

360

all = 9.517 mm

actual = (ACTUAL)

all = (ALLOWABLE)

= 41.34

= 63.37

99.200 Mpa

16.655 Mpa

Fv = CV 0.40 Fy OR (ALLOWABLE)

0.40 Fy CV

> USE

fv = (ACTUAL)

16.655 Mpa

USE

(ALLOWABLE)

30.962 Mpa SAFE

V =

69.309 kN

129.896 Mpa

Fb = 0.60 Fy

145.989 Mpa

145.989 Mpa

Fb = 2/3 -Fy ( L / rT )

2

Fy 0.60 Fy10.55 x 10

6Cb


43/59

ISM SUMMER PROJECT


actual = 0.045 mm > 9.517 mm SAFE


Structural Engineer


44/59

ISM SUMMER PROJECT


* DESIGN OF I - BEAM COLUMN

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

LENGTH = 4.10 m


PROPERTIES:

wt = 45.00 lb/ft

A = 13.200 in2

d = 12.060 in

tw = 0.335 in

bf = 8.045 in

tf = 0.575 in

T = 9.500 in

rT = 2.150 in

Ix = 350.000 in4

Sx = 58.100 in3

rx = 5.150 in

Iy = 50.000 in4

Sy = 12.400 in3

ry = 1.940 in

Zx = 64.700 in3

Zy = 19.000 in3

(STAAD OUTPUT)


Fx My Mz

DEAD LOAD : 85.994 kN -0.052 kN-m -0.489 kN-m

LIVE LOAD : 146.895 kN -0.074 kN-m -1.038 kN-mWIND LOAD : 49.451 kN -0.124 kN-m -48.240 kN-m

DL + 0.75 (LL + EQX/4) : 196.141 kN 2.549 kN-m -1.254 kN-m

DL + 0.75 (LL + EQZ/4) : 198.054 kN -0.558 kN-m -3.449 kN-m

DL + 0.75 (LL + WL) : 233.253 kN -0.201 kN-m -37.448 kN-m

1.2 DL + 1.6 LL : 338.225 kN -0.181 kN-m -2.247 kN-m

1.2 DL + 1.6 WL + 1.0 LL : 329.210 kN -0.335 kN-m -78.809 kN-m

TOTAL DEAD LOAD = 85.994 kN

TOTAL LIVE LOAD = 85.994 kN

TOTAL LOAD (w) = 171.988 kN

* WEIGHT OF I - BEAM (COLUMN) = 45.00 lb/ft 2.698 kN


bf 170

2 tf Fy

0.07 10.795 OK

d 1680

tw Fy

36.00 106.680 OK

AXIS X - X

AXIS Y - Y

AXIS Z - Z



45/59


46/59

ISM SUMMER PROJECT


B.) WHEN

L 3,516,330 CbrT Fy

1,172,100 Cb

(L / rT)2

C.) ANY VALUE OF ( L / rT )2

82,740 Cb

(L d / Af)


Cb = 1.75 + 1.05 (M1 / M2) + 0.3 (M1 / M2)2

2.3



CHECK

A.) L 3,516,330 CbrT Fy

<

Fb = 0.60 Fy

Fb = 2/3 -Fy ( L / rT )

2

=

148.760 Mpa

12 2E

23 (KLy / ry)

2

Fby = 2/3 -Fy ( L / rX )

2

Fy 0.60 Fy10.55 x 10

6Cb


47/59

ISM SUMMER PROJECT


* DESIGN OF I - BEAM COLUMN

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

LENGTH = 2.50 m


PROPERTIES:

wt = 24.00 lb/ft

A = 7.080 in2

d = 7.930 in

tw = 0.245 in

bf = 6.495 in

tf = 0.400 in

T = 6.125 in

rT = 1.760 in

Ix = 82.800 in4

Sx = 20.900 in3

rx = 3.420 in

Iy = 18.300 in4

Sy = 5.630 in3

ry = 1.610 in

Zx = 23.200 in3

Zy = 8.570 in3

(STAAD OUTPUT)


Fx My Mz


LIVE LOAD : 26.447 kN -0.021 kN-m -2.452 kN-mWIND LOAD : -49.437 kN 0.078 kN-m -41.259 kN-m


DL + 0.75 (LL + EQZ/4) : 34.640 kN 0.196 kN-m -5.277 kN-m

DL + 0.75 (LL + WL) : -0.552 kN 0.024 kN-m -34.295 kN-m

1.2 DL + 1.6 LL : 62.344 kN -0.056 kN-m -5.738 kN-m

1.2 DL + 1.6 WL + 1.0 LL : -32.624 kN 0.081 kN-m -70.280 kN-m

TOTAL DEAD LOAD = 16.691 kN

TOTAL LIVE LOAD = 16.691 kN

TOTAL LOAD (w) = 33.382 kN

* WEIGHT OF I - BEAM (COLUMN) = 24.00 lb/ft 1.439 kN


bf 170

2 tf Fy

0.08 10.795 OK

d 1680

tw Fy

32.37 106.680 OK

AXIS X - X

AXIS Y - Y

AXIS Z - Z


48/59

ISM SUMMER PROJECT


CHECK FOR LATERAL SUPPORT

200 bf

Fy

137,900

(d / Af) Fy

THEREFORE USE Lc = 2,103.22 mm

COMPUTE FOR AXIAL STRESS

P = 34.821 kN

P

A

fa =

NOTE: (ALLOWABLE AXIAL STRESS)

2 2

EFy

CC = 15,918.72

K = 1.0

cb = 1.0

cm = 0.85

FS = 1.668

(KL / r)2

Fy

2 CC2

FS

Fa = 148.670 Mpa

CHECK FOR BENDING

Mx

Sx

w L2

w L2

8 8

My = 0.024 kN-m Mz =

Mx Mz

Sx Sz

fb = fb =

NOTE: (ALLOWABLE BENDING STRESS)

CODE:

A.) Lb Lc


B.) Lb > Lc


SINCE

Lb = 3,426 mm

Lc = 2,095 mm

Lb > Lc

A.) WHEN


Lc = = 2,095 mm

Lc = = 12,610 mm

fa =

7.623 Mpa

CC =

KL / r = 61.134 < CC

FS = 5/3 +3 (KL / r)

-(KL / r)3

8 CC 8 CC3

Fa = 1 -

fa / Fa = 0.051 > 0.15 "LARGE AXIAL COMPRESSION"

fb = (ACTUAL)

My = Mz =

-34.295 kN-m

fb = fb =

0.070 Mpa -371.725 Mpa


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rT FyFy


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B.) WHEN

L 3,516,330 CbrT Fy

1,172,100 Cb

(L / rT)2

C.) ANY VALUE OF ( L / r T )2

82,740 Cb

(L d / Af)


Cb = 1.75 + 1.05 (M1 / M2) + 0.3 (M1 / M2)2

2.3



CHECK

A.) L 3,516,330 CbrT Fy

<

Fb = 0.60 Fy

Fb = 0.60 Fy

703,270 Cb Fy

53.252 76.637 119.075

Fbx = 2/3 -Fy ( L / rX )

2

Fy 0.60 Fy10.55 x 10

6Cb

147.101 Mpa

Fby = 2/3 -Fy ( L / rX )

2

Fy 0.60 Fy10.55 x 10

6Cb

143.546 Mpa

Fb = 0.60 Fy

20.097 Mpa

0.070 Mpa SAFE

F'ex = F'ey =12

2E

23 (KLy

/ ry)

2

1,243.434 Mpa 275.564 Mpa

+ + 1.0

+ + 1.0


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DESIGN AND ANALYSIS

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

(STAAD OUTPUT)


Fx My Mz


LIVE LOAD : 146.895 kN -0.074 kN-m -1.038 kN-m

WIND LOAD : 49.451 kN -0.124 kN-m -48.240 kN-m



DL + 0.75 (LL + WL) : 233.253 kN -0.201 kN-m -37.448 kN-m

1.2 DL + 1.6 LL : 338.225 kN -0.181 kN-m -2.247 kN-m

1.2 DL + 1.6 WL + 1.0 LL : 329.210 kN -0.335 kN-m -78.809 kN-m

CONSIDER CRITICAL MEMBER LOAD:

PDL = 85.994 kN 19.332 kips

PLL = 146.895 kN 33.023 kips

PTOTAL = 232.889 kN 52.356 kips

ASSUME SECTION : W 12 x 45 (COLUMN)

PROPERTIES:

wt = 45.00 lb/ft

A = 13.200 in2

d = 12.060 in

tw = 0.335 in

bf = 8.045 in

tf = 0.575 in

T = 9.500 in

rT = 2.150 in

Ix = 350.000in4

Sx = 58.100 in3

rx = 5.150 in

Iy = 50.000 in4

Sy = 12.400 in3

ry = 1.940 in

Zx = 64.700 in3

Zy = 19.000 in3

ALLOWABLE BENDING STRESS ON STEEL


Fb =

AREA OF BASE PLATE

ASSUME m = n

ON LESS THAN THE FULL AREA OF A CONCRETE SUPPORT

Fp = 0.35 f'c (A2 / A1) 0.70 f'c

A2 = area of concrete support

A2 = 200,000.00 mm2 ASSUME: 400 x 500 DIMENSION OF PEDESTAL

AXIS X - X

AXIS Y - Y

AXIS Z - Z

186.000 Mpa


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A1 = area of base plate

A1 = 50,000.00 mm2

m = n = z

B = 0.8 b + 2 z

N = 0.95 d + 2 z

A1 = B N

= 227.2411 z + 1 z2

z1 = 2.6401

z2 = (229.8812)

THEREFORE USE z 1 = 2.6401

B = 168.75 mm say 300 mm

N = 296.29 mm say 400 mm

A1 = 120,000.00 mm2 (ACTUAL AREA OF BASE PLATE)

300 mm x 400 mm (dimension of base plate)

N - 0.95 d

2m = 142.72 mm

N - 0.8 b

2n = 161.79 mm

x = 142.72 mm (larger value between "n" and "m")

THICKNESS OF BASE PLATE

fp = 1.941 Mpa (ACTUAL BEARING STRESS)

t = 25.25 mm say 30 mm

CHECK FOR BEARING STRENGTH

Fp = 0.35 f'c (A2 / A1) 0.70 f'c

Fp = < 19.342 Mpa SAFE

CAPACITY OF BASE PLATE

P = > 232.889 kN ADEQUATE

USE 300 mm x 400 mm thickness = 30 mm

12" x 16" x 2" A36 STEEL

Fp = column load (P)actual plate area (A 1)

1,498.256 kN

BASE PLATE SIZE:

t = 2fpx

2

Fy

12.485 Mpa

n =

fp =column load

actual plate area

606.9186

m =


Structural Engineer


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ISM SUMMER PRIJECT


DESIGN AND ANALYSIS

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

(STAAD OUTPUT)


Fx My Mz



WIND LOAD : -49.437 kN 0.078 kN-m -41.259 kN-m



DL + 0.75 (LL + WL) : -0.552 kN 0.024 kN-m -34.295 kN-m

1.2 DL + 1.6 LL : 62.344 kN -0.056 kN-m -5.738 kN-m

1.2 DL + 1.6 WL + 1.0 LL : -32.624 kN 0.081 kN-m -70.280 kN-m

CONSIDER CRITICAL MEMBER LOAD:

PDL = 16.691 kN 3.752 kips

PLL = 26.447 kN 5.946 kips

PTOTAL = 43.138 kN 9.698 kips

ASSUME SECTION : W 8 x 24 (COLUMN)

PROPERTIES:

wt = 24.00 lb/ft

A = 7.080 in2

d = 7.930 in

tw = 0.245 in

bf = 6.495 in

tf = 0.400 in

T = 6.125 in

rT = 1.760 in

Ix = 82.800in4

Sx = 20.900 in3

rx = 3.420 in

Iy = 18.300 in4

Sy = 5.630 in3

ry = 1.610 in

Zx = 23.200 in3

Zy = 8.570 in3

ALLOWABLE BENDING STRESS ON STEEL


Fb =

AREA OF BASE PLATE

ASSUME m = n

ON LESS THAN THE FULL AREA OF A CONCRETE SUPPORT

Fp = 0.35 f'c (A2 / A1) 0.70 f'c

A2 = area of concrete support

A2 = 140,000.00 mm2 ASSUME: 350 x 400 DIMENSION OF PEDESTAL

AXIS X - X

AXIS Y - Y

AXIS Z - Z

186.000 Mpa


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A1 = area of base plate

A1 = 35,000.00 mm2

m = n = z

B = 0.8 b + 2 z

N = 0.95 d + 2 z

A1 = B N

= 161.6647 z + 1 z2

z1 = 13.8794

z2 = (175.5441)

THEREFORE USE z 1 = 13.8794

B = 159.74 mm say 200 mm

N = 219.11 mm say 300 mm

A1 = 60,000.00 mm2 (ACTUAL AREA OF BASE PLATE)

200 mm x 300 mm (dimension of base plate)

N - 0.95 d

2m = 112.33 mm

N - 0.8 b

2n = 119.15 mm

x = 112.33 mm (larger value between "n" and "m")

THICKNESS OF BASE PLATE

fp = 0.719 Mpa (ACTUAL BEARING STRESS)

t = 12.10 mm say 20 mm

CHECK FOR BEARING STRENGTH

Fp = 0.35 f'c (A2 / A1) 0.70 f'c

Fp = < 19.342 Mpa SAFE

CAPACITY OF BASE PLATE

P = > 43.138 kN ADEQUATE

USE 200 mm x 300 mm thickness = 20 mm

8" x 12" x 1" A36 STEEL

Fp = column load (P)actual plate area (A 1)

886.380 kN

BASE PLATE SIZE:

t = 2fpx

2

Fy

14.773 Mpa

n =

fp =column load

actual plate area

2,436.4536

m =


Structural Engineer


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ISM SUMMER PROJECT


DESIGN AND ANALYSIS CONCRETE PEDESTAL

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

* DESIGN LOADING

A. DEAD LOAD SUPERIMPOSED DEADLOAD

TOPPING : 25.00 psf 1.200 kN/m2

TOTAL DEAD LOAD : 25.00 psf 1.200 kN/m

(STAAD OUTPUT)


Fx My Mz



WIND LOAD : 49.451 kN -0.124 kN-m -48.240 kN-m



DL + 0.75 (LL + WL) : 233.253 kN -0.201 kN-m -37.448 kN-m

1.2 DL + 1.6 LL : 338.225 kN -0.181 kN-m -2.247 kN-m

1.2 DL + 1.6 WL + 1.0 LL : 329.210 kN -0.335 kN-m -78.809 kN-m

PDL = 85.994 kN 19.332 kips

PLL = 146.895 kN 33.023 kips

PTOTAL = 232.889 kN 52.356 kips

PuTOTAL = 329.210 kN 85.379 kips

* DESIGN OF ANCHOR BOLT

Py = 329.210 kN

TRY 20 mm BOLT A36 BOLTS

Pv = 0.1 P

Pv = 32.921 kN

PBOLT

ABOLT

Fv = 0.40 Fy (ALLOWABLE SHEAR)

Fv = 99.200 Mpa

PBOLT = Fy ABOLT

PBOLT =

Pv

PBOLT

n = 1.06 say 6 bolts A36 BOLTSLENGTH OF EMBEDMENT

HOOK LENGTH

T = Ag Ft Ft = 0.33 Fu

T = 248.814 kN Ft =

=

T/2

400.00 Mpa

Lh =0.70 f'c d / 1.7

(REQUIRED HOOK LENGTH)

Fv = 0.40 Fy

31.165 kN/bolt

n


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Lh = 546.71 mm say 600 mm

Th = 0.7 f'c d Lh

Th = 232.109 kN (ACTUAL TENSILE CAPACITY)

* DESIGN OF CONCRETE PEDESTAL

P = 232.889 kN

P

0.175 f'c

A2 = 48,161.35 mm2

s = Ags = 219.46 mm say 400 mm

THEREFORE USE 400 x 500

PEDESTAL REINFORCEMENT

ASSUME g = 0.01

As = g Ag

As = 2,000.00 mm2 USE 20 mm

As

Ab

N = 6.37 say 8 BARS

THEREFORE USE 8 - 20 mm BARS

N =

A2 =

Lh =T/2

0.70 f'c d / 1.7(REQUIRED HOOK LENGTH)


Structural Engineer


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ISM SUMMER PROJECT


DESIGN AND ANALYSIS CONCRETE PEDESTAL

* DESIGN CRITERIA

Fy = 248 Mpa

E = 200 Gpa

f'c = 27.63 Mpa 4,000 psi

* DESIGN LOADING

A. DEAD LOAD SUPERIMPOSED DEADLOAD

TOPPING : 25.00 psf 1.200 kN/m2

TOTAL DEAD LOAD : 25.00 psf 1.200 kN/m

(STAAD OUTPUT)


Fx My Mz



WIND LOAD : -49.437 kN 0.078 kN-m -41.259 kN-m



DL + 0.75 (LL + WL) : -0.552 kN 0.024 kN-m -34.295 kN-m

1.2 DL + 1.6 LL : 62.344 kN -0.056 kN-m -5.738 kN-m

1.2 DL + 1.6 WL + 1.0 LL : -32.624 kN 0.081 kN-m -70.280 kN-m

PDL = 16.691 kN 3.752 kips

PLL = 26.447 kN 5.946 kips

PTOTAL = 43.138 kN 9.698 kips

PuTOTAL = 62.344 kN 15.643 kips

* DESIGN OF ANCHOR BOLT

Py = 62.344 kN

TRY 20 mm BOLT A36 BOLTS

Pv = 0.1 P

Pv = 6.234 kN

PBOLT

ABOLT

Fv = 0.40 Fy (ALLOWABLE SHEAR)

Fv = 99.200 Mpa

PBOLT = Fy ABOLT

PBOLT =

Pv

PBOLT

n = 0.20 say 4 bolts A36 BOLTSLENGTH OF EMBEDMENT

HOOK LENGTH

T = Ag Ft Ft = 0.33 Fu

T = 165.876 kN Ft =

Fv = 0.40 Fy

31.165 kN/bolt

n =

Lh =T/2

(REQUIRED HOOK LENGTH)0.70 f'c d / 1.7

400.00 Mpa


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Lh = 364.47 mm say 400 mm

Th = 0.7 f'c d Lh

Th = 154.739 kN (ACTUAL TENSILE CAPACITY)

* DESIGN OF CONCRETE PEDESTAL

P = 43.138 kN

P

0.175 f'c

A2 = 8,920.92 mm2

s = Ags = 94.45 mm say 200 mm

THEREFORE USE 350 x 400

PEDESTAL REINFORCEMENT

ASSUME g = 0.01

As = g Ag

As = 1,400.00 mm2 USE 20 mm

As

Ab

N = 4.46 say 6 BARS

THEREFORE USE 6 - 20 mm BARS

N =

Lh =T/2

(REQUIRED HOOK LENGTH)0.70 f'c d / 1.7

A2 =

structural analysis & design 060313

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