Base shear calc

8/19/2019 Base shear calc

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ONE ADRIATICO PLACESeismic Analysis and Design

Static Force Procedure (UBC 1630-2)

Total height of building, hn = 119.20 !oil "#o$le T%&e, (Table 16-')

!eii *one +ato#, * = 0.0 (Table 16-)

&o#tane +ato#, = 1.00 (Table 16-)

ue#ial Coeiient, = . (Table 16-)

!eii !ou#e T%&e B (Table 16-U)

ditane to 4no5n !eii +ato# ≥ 10.00 4

ea#-!ou#e +ato#, a = 1.00 (Table 16-!)

ea#-!ou#e +ato#, = 1.00 (Table 16-T)

Design Base Shear : 7 =

C 8

(:. 30-)

T

≤2. Ca

8(:. 30-)

≥ 0.11 Ca 8 (:. 30-6)

≥0.0 *

8(:. 30-;)

!eii Coeiient, Ca = 0. a = 0. (Table 16-:)

!eii Coeiient, C = 0.6 = 0.6 (Table 16-)

Structure Period T using Method A

= (:. 30-)

Ct = 0.0 fo# dual %te

= 1.;6 e.

C 8 = 0.02;; 8

T

2 C

!<

T Ct (hn)

3/

T


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+> =

(:. 30-1)

T = 1.;6 e. ? 0.;0 e.

!o +t = 0.0; T 7

= @@ 4

5he#eA

+> = late#al fo#e a&&lied to leel >

8 = 5eight at a &a#tiula# leelh = height at a &a#tiula# leel aboe the bae

+t = &o#tion of the bae hea# onide#ed onent#ated

at the to& (leel n) in addition to the o&uted +n

= (fo# T ? 0.;0 e.)

= 0

(7-+t) 5>h

>

Σ 5>h>

0.0;T7 ≤ 0.2

(fo# T ≤ 0.;0 e.)


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Lateral Forces by Static Force Procedure using Period from Method A

7 = 3919;. 4

T = 1.;6 e. ; T 7 = @@@ 4

LEVEL

WEIGTST!"E#EIGT LATE"AL ST!"E#

$ EIGT

4 . . 4- 4 4


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UBC '97 BASE SHEAR

SOUTH LUZON MEDICAL CENTER

No. of oors, n = 10 To!" #$% of '(%")%n&, #n = *+.00

So%" -ro"$ T$, ro T!'"$ 1645

S$%s% Zon$ !or, Z = 0.*0 ro T!'"$ 16I5

Ior!n$ !or, I = 1.2+ ro T!'"$ 1675

N($r%!" Co$8%$n, R = 9.+ ro T!'"$ 16N5

S$%s% So(r$ T$ C ro T!'"$ 16U5

C"os$s )%s!n$ o :no;n S$%s% !or ≥ 10.00 :

N$!rSo(r$ !or, N! = 1.00 ro T!'"$ 16S5N$!rSo(r$ !or, N< = 1.00 ro T!'"$ 16T5

V =Cv I

WR T

S$%s% Co$8%$n, C! = 0.** N! = 0.**

S$%s% Co$8%$n, C< = 0.6* N< = 0.6*

T = C = 0.031

= 1.2 s$.

T ≤ 1.30T

= 1.6+1 s$.

V = 0.057 W

or 5.7 % of W

T#$ o!" )$s%&n '!s$ s#$!r n$$) no $>$$) #$ fo""o;%n&?

@ =2.+ C! I

= BBB R

or 16.18 % of W

T#$ o!" )$s%&n '!s$ s#$!r s#!"" no '$ "$ss #!n #$ fo""o;%n&?

@ = 0.11 C! I = BBB

6 05 % f W

SD

C #n53/*


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Ver&() *&"r&+!&o, of Se&"-& ore"

V =

> = "!$r!" for$ !"%$) o "$


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S(& ore roe!re AT #:!,04

SUTH U;


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VERTICAL DISTRIBUTION OF LATERAL FORCES, Fx

V =

Fx = lateral force applied to level x

=(V - Ft) Wxhx

where:W = weight at a particular levelh = height at a particular level above the base

Ft = portion of the base shear considered concentratedat the top (level n) in addition to the computed Fn

Ft == 0

STOREY SHEAR AND OVERTURNING MOMENT, Vx, Mx

x

HORIZONTAL DISTRIBUTION OF SHEARS (Sec. 2.2.5.5)

a! Vx in a store" is distributed to the various elements in proportion to their stiffness!

b! #rovide $% accidental eccentricit"

Vx

F ! ΣFx

Σ Wxhx

0!0*V ≤ 0 !+$ for * > 0!0 sec! for * ≤ 0!0 sec!

Vx = Ft , Σ Fi

x = Ft (hn - hx) , Σ Fi (hi - hx)

*x

= Vx (0!0$), ,

Vx

c!

m!

0!0$


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HORIZONTAL TORSIONAL MOMENTS (Sec. 2.2.5.")

*orsional moments occur if the center of mass is not coincident withthe center of rigidit"!

.x!

shearwall

Vx

OVERTURNING (Sec. 2.2.5.#)

.ver" structure shall be designed to resist the overturning effectscaused b" earth/uae forces specified in 1ec! +!+!$!2! 't an" level3 theoverturning moments to be resisted shall be determined using those seismicforces (Ft and Fx) which act on levels above the level under considereation!'t an" level3 the incremental changes of the design overturning momentshall be distributed to the various resisting elements in the manner pres-cribed in 1ec! +!+!$!$! 4verturning effects on ever" element shall becarried down to the foundation!

STOREY DRIFT LIMITATION (Sec. 2.2.5.$)

1tore" 5rift - displcement of one level relative to the level above orbelow it!

&imitations :

0!02h6w

* = Vx e

*

a! For buildings with *


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%&DELTA EFFECTS (Sec. 2.2.5.')

# *he resulting member forces and moments and the Vx x

∆ in the evaluation of over-all structural frame stabilit"!

drift does not exceed 0!0+h86w!

Vx#

x

store" drifts induced b" #-∆ effects shall be considered

#-∆ effects need not be considered when the store"


12/17

EAM%LE * 5etermination of 1eismic &ateral Forces using the 19# (;;+)./uivalent-1tatic-Force ethod!

!$ m!

!$ m!

< ba"s 0m!

%LAN

2!0 m!

2!0 m!

2!0 m!

LONGITUDINAL SECTION

7DATA*

+ >7

>7

+

TRANSVERSE column si?e: 0!


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1 = !$0 (1oil *"pe 7)

* = 9t = 0!0$ (9oncrete)hn = + m!

* = 0!2>2 sec!+

9 =!+$ 1

9 = 7!022 9max =+!$

ence :

V =

E @ 9 W

6w

V = +07>2 0!2< ;$< ;$< 7>+

+ > 2 >7 2 0!7< 20 7 72;+ 0!> 70 +0>;<

TOTAL 2252$ .++ 2+"5

1ample 9alculation:

(V - Ft)

2

9thn782

+.#+ /ec. ∴ F =

* +87

Σ-

F+ =

W+h

+

ΣWh


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4verturning oment3 x:

= ;$ - 2)= 0


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7 H = 7

*orsional Force per Frame:

= V =

=

FRAMERe013e R46 R

T710 F78ce

6 C7e99ce:

7 0!27 ,70 ;00 +00 0!0+;2 0!+2

+ 7 0!27 ,+0 200 +00 0!0;< 0! 0!$+>

2 7 0!27 0 0 0 0 0!270

$ 7 0!27 -0 00 700 -0!00;>G 0!$+>

< 7 0!27 -+0 200 +00 -0!0;

G@n considering torsional effects3 these InegativeIvalues will be converted to positive values sinceearth/uae can occur in an" direction!

4*. : orce coe icient is t e resu tant o irect or

torsional force on a frame due to a unit load onthe building!

ILLUSTRATION FOR FRAME LOADINGS*

* =

* 6d+

d Σ6d+

7 6d+

d Σ6d+

2 R2< R2

ΣR ΣR2

, ,

7


16/17

F6'. : *otal Force 9oefficient = 0!+2

;$7 x 0!+2 = ";2< x 0!+2 = 2'

77 x 0!+2 = ";


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0 0.

0.116 1.1

0. 1.1

0.6 1.000

0.;1 0.901

0. 0.

0.9 0.;11

1 0.6

1.1 0.2

1.2 0.3

1.3 0.92

1. 0.;

1.1 0.2

1.6 0.390

1.;6 0.36

1. 0.36

1.9 0.33;

0

0.2

0.4

0.6

0.8

1

1.2

UBC 1997 Design Response Spectrum One Adriatico Place

Period

S p e c t r a l A c c e l e r a t i o n ( g ' s )

Base shear calc

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