Asce 5b5d48

PROJECT : CLIENT : JOB NO. :

Seismic Analysis Based on 2012 IBC (Equivalent Lateral Force Procedure, ASCE 7-20 INPUT DATA Typical floor height

h= wx =

Typical floor weight Number of floors Importance factor (ASCE 11.5.1) Building Risk Category Site Class Spectral response

n= Ie =

acceleration parameter for short period Spectral response acceleration parameter for 1 Sec.

SS

Site Coefficient

FA

Site Coefficient

FV

S1

Mapped spectral response for short period

SMS

Mapped spectral response for 1 Sec.

SM1

Design spectral response

SDS =

Design spectral response

SD1 =

The coefficient (ASCE Tab 12.8-2) The coefficient(ASCE Tab. 12.2.1)

Ct = R=

VERTICAL DIS Level

Level

No.

Name

40

Floor to floor Height ft

Roof

Height hx ft 360.0

9.00 39

40th

351.0 9.00

38

39th

342.0 9.00

37

38th

333.0

9.00 36

37th

324.0 9.00

35

36th

315.0 9.00

34

35th

306.0 9.00

33

34th

32

33th

297.0 9.00 288.0 9.00

31

32th

279.0 9.00

30

31th

270.0 9.00

29

30th

261.0 9.00

28

29th

252.0 9.00

27

28th

243.0 9.00

26

27th

234.0 9.00

25

26th

225.0 9.00

24

25th

216.0 9.00

23

24th

207.0 9.00

22

23th

198.0 9.00

21

22th

189.0 9.00

20

21th

180.0 9.00

19

20th

171.0 9.00

18

19th

162.0 9.00

17

18th

153.0

9.00 16

17th

144.0 9.00

15

16th

135.0 9.00

14

15th

126.0 9.00

13

14th

12

13th

117.0 9.00 108.0 9.00

11

12th

99.0 9.00

10

11th

90.0 9.00

9

10th

81.0 9.00

8

9th

72.0 9.00

7

8th

63.0 9.00

6

7th

54.0 9.00

5

6th

45.0 9.00

4

5th

36.0 9.00

3

4th

27.0 9.00

2

3rd

18.0 9.00

1

2nd

9.0 9.00

Ground

0.0

EQUIVALENT LATERAL- FO For Limitations

Seismic base shear.

V  CsW Where: CS = W =

The seismic base shear, V, in a given direction shall be determined in ac

( Equation 12.8  1) The seismic response coefficient determined in accordance with Section 12.8.1

The effective seismic weight of the structure, including the total dead load and othr l 1. In areas used for storage, a minimum of 25% of the reduced floor live load (floor live load in public garages and open parking structures need not be include 2. Where an allowance for partition load is included in the the floor load design, the weight of 10 psf of floor area, whichever is greater. 3. Total operating weight of permanent equipment

4. 20% of flat roof snow load where flat roof snow load exceeds 30 psf. Calculation of seismic response coefficient. the following equation : Cs 

S DS R [ ] I

( Equation

12.8  2)

Where: I =

The occupancy importance factor determined in accordance with Section 11.5.1

R =

The response modification factor from Table 12.2-1

SDS =

The design spectral response acceleration at short period as determined in Section

The value of the seismic response coefficient,

Cs 

S D1 T  MIN  1 , L R T  [ ]T I

,computed in accordance with Equation 12

( Equation 12.8  3 & 4)

But shall not be taken less than :

Cs  0.01

( Equation 12.8  5 & 6, ASCE 7  10)

For buildings and structures in Seismic Design Category E or F and those buildings and structu C,Sis equal to or greater than 0.6g, the value of the seismic response spectral response, be taken less than: 0.5S1 Cs  ( Equation 12.8  6) R/I Where: I and R as defined above and SD1 =

The design spectral response acceleration at 1-second period as determined from S

S1 =

The maximum considered earthquake spectral response acceleration at 1-second p in accordance with Section 11.4.1

T =

The fundamental period of the building (seconds) determined in section 12.8.2 The diaphragm force at each floor ,Fpx, is given by Section 12.10.1.1 as

Diaphragm force n

F

 px

F ix n

w i x

i

i

w

px

( Equation 12.10  1)

n

F

 px

F ix n

w i x

i

w

px

( Equation 12.10  1)

i

The force determined from Equation 16-65 need not exceed 0.4S

level

level name 0

Ground

1

2nd

2

3rd

3

4th

4

5th

5

6th

6

7th

7

8th

8

9th

9

10th

10

11th

11

12th

12

13th

13

14th

14

15th

15

16th

16

17th

17

18th

18

19th

19

20th

20

21th

21

22th

22

23th

23

24th

24

25th

25

26th

26

27th

27

28th

28

29th

29

30th

30

31th

31

32th

32

33th

I wpx but shall not be less t

DS E

33

34th

34

35th

35

36th

36

37th

37

38th

38

39th

39

40th

40

41th

41

42th

42

43th

43

44th

44

45th

45

46th

46

47th

47

48th

48

49th

49

50th

50

51th

51

52th

52

53th

53

54th

54

55th

55

Roof

/ STEP 8 (Equivalent Lateral-Force Procedure, Sec.1617.4)

Units of measure? (1=English,2=SI)

=

ROJECT :

OB NO. :

PAGE : DESIGN BY : REVIEW BY :

DATE :

rocedure, ASCE 7-2010) DESIGN SUMMARY 9 800 8

ft

Total base shear

kips

V

1.25 II D

= =

0.07 W, (SD) = 0.05 W, (ASD) =

Seismic design category

=

1.68 0.75

0 0 0

g

hn =

360.0

ft

0

g

W= k = wxhk =

32,000 1.58

k

0.016 5.5

x = Ta = Ct (hn)x =

, (ASCE 12.8.3, page 91)

137,376,298 0.75 , (ASCE Tab 12.8-2) 1.65

Sec, (ASCE 12.8.2.1)

VERTICAL DISTRIBUTION OF LATERAL FORCES Weight wx k 800

wh

k x x

8,570,835

Cvx 0.062

Lateral force @ each level Fx Vx O. M. k 136.7

k

Diaphragm force Fi

k-ft

k 136.7

1,230

268.1

3,643

394.1

7,190

515.0

136.7 800

8,235,486

0.060

131.4 268.1

800

7,905,058

0.058

126.1 394.1

800

7,579,605

0.055

120.9

515.0 800

7,259,185

0.053

115.8

11,826

630.8

17,503

741.6

24,177

847.4

31,804

948.3

40,338

1,044.5

49,739

1,136.0

59,962

1,222.8

70,968

1,305.2

82,714

1,383.1

95,162

1,456.6

108,271

1,525.9

122,005

1,591.1

136,325

1,652.2

151,195

1,709.3

166,579

1,762.6

182,442

1,812.1

198,751

1,858.0

215,473

1,900.2

232,575

1,939.0

250,026

1,974.5

630.8 800

6,943,854

0.051

110.8 741.6

800

6,633,675

0.048

105.8 847.4

800

6,328,712

0.046

100.9

800

6,029,030

0.044

96.2

948.3 1,044.5 800

5,734,699

0.042

91.5 1,136.0

800

5,445,792

0.040

86.9 1,222.8

800

5,162,383

0.038

82.3 1,305.2

800

4,884,554

0.036

77.9 1,383.1

800

4,612,387

0.034

73.6 1,456.6

800

4,345,970

0.032

69.3 1,525.9

800

4,085,396

0.030

65.2 1,591.1

800

3,830,763

0.028

61.1 1,652.2

800

3,582,175

0.026

57.1 1,709.3

800

3,339,741

0.024

53.3 1,762.6

800

3,103,579

0.023

49.5 1,812.1

800

2,873,813

0.021

45.8 1,858.0

800

2,650,577

0.019

42.3 1,900.2

800

2,434,015

0.018

38.8 1,939.0

800

2,224,281

0.016

35.5

1,974.5 800

2,021,542

0.015

32.2

267,797

2,006.8

285,858

2,035.9

304,181

2,062.0

322,739

2,085.3

341,507

2,105.7

360,458

2,123.6

379,571

2,139.0

398,822

2,152.0

418,189

2,162.8

437,655

2,171.6

457,199

2,178.4

476,805

2,183.6

496,457

2,187.2

516,142

2,189.5

535,848

2,190.7

555,564

2,191.1

2,006.8 800

1,825,982

0.013

29.1 2,035.9

800

1,637,798

0.012

26.1 2,062.0

800

1,457,210

0.011

23.2

800

1,284,460

0.009

20.5

2,085.3 2,105.7 800

1,119,820

0.008

17.9 2,123.6

800

963,594

0.007

15.4 2,139.0

800

816,129

0.006

13.0 2,152.0

800

677,826

0.005

10.8 2,162.8

800

549,156

0.004

8.8 2,171.6

800

430,681

0.003

6.9 2,178.4

800

323,094

0.002

5.2 2,183.6

800

227,276

0.002

3.6 2,187.2

800

144,408

0.001

2.3 2,189.5

800

76,206

0.001

1.2 2,190.7

800

25,552

0.000

0.4 2,191.1

575,284

LICENSE NUMBER: New Package License for 2013 CBC www.Engineering-International.com

UIVALENT LATERAL- FORCE PROCEDURE / ASCE 7-05 Sec. 12.8, Pg.129 For Limitations, see ASCE 7-05 Table 12.6-1, page 128

shall be determined in accordance with the following equation:

ce with Section 12.8.1

total dead load and othr loads listed below : duced floor live load ctures need not be included). the floor load design, the actual partition weight or a minimum

ceeds 30 psf. The seismic response coefficient, CS, shall be determined in accordance with

ce with Section 11.5.1

as determined in Section 11.4.4

C s need not exceed the following : cordance with Equation 12.8-3&4

hose buildings and structures for which the 1-second e of the seismic response coefficient, , shall not

riod as determined from Section 11.4.4

acceleration at 1-second period determined

ned in section 12.8.2

n by Section 12.10.1.1 as

CS

E

wpx but shall not be less than 0.2S DS IE wpx

units height

=

ft

weight

=

k

moment

=

k-ft

1

English

2,191 1,565

k, (SD) k, (ASD)

D

< ==

Tip: Electronic values of SS, S1, SMS, SM1, SDS, & SD1 are officially provided at https://geohazards.usgs.gov/

for 2012 IBC / ASCE 7-10. These values are changed from 2009 IBC / ASC

Diaphragm force Wi Fpx k 800

k 183

40

1,600

183

39

2,400

183

38

3,200

183

37

4,000

183

36

4,800

183

35

5,600

183

34

6,400

183

33

7,200

183

32

8,000

183

31

8,800

183

30

9,600

183

29

10,400

183

28

11,200

183

27

12,000

183

26

12,800

183

25

13,600

183

24

14,400

183

23

15,200

183

22

16,000

183

21

16,800

183

20

17,600

183

19

(cont'd)

18,400

183

18

19,200

183

17

20,000

183

16

20,800

183

15

21,600

183

14

22,400

183

13

23,200

183

12

24,000

183

11

24,800

183

10

25,600

183

9

26,400

183

8

27,200

183

7

28,000

183

6

28,800

183

5

29,600

183

4

30,400

183

3

31,200

183

2

32,000

183

1

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

cont'd

=

2,191

=

0.07

=

0.21

=

1.25

=

5.50

=

0.92

=

0.07

=

0.05

=

0.06

=

0.50

=

0.50

=

1.65

cially provided at

ged from 2009 IBC / ASCE 7-05.

PROJECT : CLIENT : JOB NO. :

DATE :

Four Story Seismic Analysis Based on ASCE 7-10 Determine Base Shear (Derived from ASCE 7-10 12.8) V = MAX{ MIN [ SD1Ie / (RT) , SDS Ie / R ] , MAX(0.044SDSIe , 0.01) , 0.5S1 Ie / R } W

^

= MAX{ MIN[ 0.15W , 0.18W ] , 0.06W , 0.00W } = =

0.15 0.11 Where

(for S1 ≥ 0.6 g

W, (SD) W, (ASD) =

1454.89 kips

SDS =

0.96

(ASCE 7-10 Sec 11.4.4)

SD1 =

0.54

(ASCE 7-10 Sec 11.4.4)

S1 =

0.55

(ASCE 7-10 Sec 11.4.1)

R=

8

(ASCE 7-10 Tab 12.2-1)

Ie =

1.5

(ASCE 7-10 Tab 1.5-2)

Ct =

0.028

(0.028 for steel MRF, 0.016 for concrete MRF, & 0.03 steel EBF)

hn =

52.0

ft

x=

0.8

(ASCE 7-10 Tab 12.8-2)

T = Ct (hn)x =

0.661

sec, (ASCE 7-10 Sec 12.8.2.1)

Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-10, Sec 12.8.3 & 12.8.6) Level Roof 4TH 3RD 2ND

Where

Wx

hx

hxk

120 3500 4050 5620 13290.0

52 40 28 16

71.4 53.8 36.6 20.0

Wxhxk 8571 188278 148199 112349 457396

Fx , ASD (12.8-11) 27.3 598.9 471.4 357.4 1454.9

( 0.23 Wx ) ( 0.17 Wx ) ( 0.12 Wx ) ( 0.06 Wx )

 xe,allowable, ASD = a I / (1.4 Cd), (ASCE 7-10 Se

k = 1

for T <= 0.5

k = 0.5 T + 0.75

for T @ (0.5 , 2.5)

Cd =

5.5

k = 2

for T >= 2.5

a =

0.01

Calculate Diaphragm Forces (ASCE 7-10, Sec 12.10.1.1) Level Roof 4TH 3RD 2ND

Wx

Wx

Fx

Fx

120.0 3500.0 4050.0 5620.0 13290.0

120.0

27.3 598.9 471.4 357.4 1454.9

27.3 626.1 1097.5 1454.9

3620.0 7670.0 13290.0

Fpx , ASD, (12.10-1) 27.3 672.0 777.6 1079.0

Where

Fmin = 0.2 SDS I W x / 1.5 , ASD Fmax = 0.4 SDS I W x / 1.5 , ASD

LICENSE NUMBER: New Package License for 2013 CBC

www.Engineering-International.com

PAGE : DESIGN BY : REVIEW BY :

or S1 ≥ 0.6 g only) < ==

RF, & 0.03 steel EBF)

 xe,allowable, ASD 0.3 0.3 0.3 0.4

= a I / (1.4 Cd), (ASCE 7-10 Sec 12.8.6)

px

,(ASCE 7-10 Tab 12.2-1) hsx, (ASCE 7-10 Tab 12.12-1, & Sec 12.12) , ASD, (12.10-1) ( 0.23 Wx ) ( 0.19 Wx ) ( 0.19 Wx ) ( 0.19 Wx )

See software, Seismic-SingleFamilyDwellings.xls, for less than 4 s

e License for 2013 CBC

llings.xls, for less than 4 story analysis.

PROJECT : CLIENT : JOB NO. :

DATE :

Method to Calculate Redundancy Factor, , Based on ASCE 7-2010 Redundancy Factor (ASCE 7-10 Sec 12.3.4)  = 1.3 ,

only for Seismic Design Categories D through F, and an individual element removed structural to suffer a reduction of Story Strength of more than 35% or creating an e

 = 1.0 ,

all other cases.

Note:

To Redundancy Factor 1.0, the relative Rigidity of each frame at calculation le Redundancy Provision Committee envisioned Story Strength as Rigidity, and SEAO this interpretation (SEAOC Seismic Design Manual -1, page 72).

LICENSE NUMBER: New Package License for

www.Engineering-International.com

PAGE : DESIGN BY : REVIEW BY :

10

dividual element removed will be causing the remaining than 35% or creating an extreme torsional irregularity.

ach frame at calculation level have to be known, since the Code gth as Rigidity, and SEAOC Seismology Committee endorsed

4231.4(3231.4153.8)  8.4%  33% 4231.4

  1.0

4231.4(3231.4153.8)  8.4%  33% 4231.4

  1.0

ew Package License for 2013 CBC

rnational.com

PROJECT : CLIENT : JOB NO. :

DATE :

Response Spectra Analysis Based on ASCE 7-10 INPUT DATA

ANALYSIS

SEISMIC DESIGN PARAMETER

SDS =

0.96

(ASCE 7-10 11.4.4)

Station

SEISMIC DESIGN PARAMETER

SD1 =

0.545

(ASCE 7-10 11.4.4)

0

LONG-PERIOD TRANSITION PERIOD

TL =

8

(ASCE 7-10 11.4.5)

1 2 3 4

RESPONSE SPECTRA

5 6

1.2

7 8

1

9 10

0.8

11

Sa (g)

12

0.6

13 14

0.4

15 16

0.2

17 18

0 0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

19

Period T, Seconds

20 21 22 23

STATIC ANALYSIS PERIOD (ASCE 7-10 12.8.2) APPROXIMATE FOUNDATIONAL PERIOD

Ta = Ct (hn)x =

0.799

sec, (ASCE 7-10 Sec 12.8.2.1)

Tb =

1.095

sec, (may from RISA, ETABS, RAM)

SUBSTANTIATED ANALYSIS PERIOD

T = Max[ Ta , Min( Tb , CuTa )] = where Cu =

1.400

1.095

sec.

, (ASCE 7-10 Tab. 12.8-1)

SCALE FACTOR VDX =

3000

kips

VS =

735.09

kips

RESPONSE MODIFICATION COEFFICIENT (ASCE 7 Tab 12.2-1)

R=

8

IMPORTANCE FACTOR

Ie =

1.5

BASE SHEAR BY ELASTIC DYNAMIC ANALYSIS (ASCE 7-10 12.9) BASE SHEAR BY STATIC ANALYSIS (ASCE 7-10 12.8)

DSA/OSHPD PROJECT (CBC Chapter A) ?

== >

Yes

VX = Max( 0.85 VS , VDX Ie / R ) =

624.83

kips, (ASCE 7-10 12.9.2 & 12.9.4)

VX = Max( 1.0 VS , VDX Ie / R ) =

735.09

kips, (ASCE 7-10 12.9.2 & CBC 1616A.1.13)

VY = Max( 0.85 VS , VDY Ie / R ) =

656.25

kips, (ASCE 7-10 12.9.2 & 12.9.4)

VY = Max( 1.0 VS , VDY I / R ) =

735.09

kips, (ASCE 7-10 12.9.2 & CBC 1616A.1.13)

Notes: See following link for more information. http://www.engineering-international.com/NonlinearGuide.pdf

LICENSE NUMBER: New Package License for 2013 CBC www.Engineering-International.com

ASCE 7-05 Tab. 12.8-1 0

1.7

0.1

0.1

1.7

0.15

0.15

1.6

0.2

0.4

1.4

0.2

1.5

0.3

0.799

1.4

0.3

1.4

0.4

999

1.4

0.4

1.4

999

999

1.4

9999

0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.3 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44

0.31882 0.31995252 0.34672308 0.34201292 0.36829758 0.48993338 0.55469011 0.55921614 0.55898571 0.60025775 0.66640463 0.72928889 0.65188863 0.6488603 0.72067507 0.77749793 0.73877283 0.88570976 0.87002921 0.85942925 0.72386559 0.62211487 0.56033726 0.62555275 0.77020819 0.85537767 0.90168785 0.83924494 0.78208096 0.74384648 0.7568391 0.78133476 0.78881676 0.77194633 0.76079682 0.74627563 0.7300663 0.72992094 0.73448748 0.74469059 0.76192229 0.77490191 0.7960122 0.80350329 0.82097323

0.45 0.46 0.47 0.48 0.49 0.5 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.6 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7 0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89

0.82517876 0.83634804 0.86666939 0.89222304 0.90242557 0.91625962 0.91674184 0.90623947 0.89597974 0.86812356 0.84394714 0.81452933 0.80584109 0.78902568 0.77711019 0.75965167 0.73659065 0.71521386 0.6939102 0.66909335 0.64173564 0.61778962 0.59418869 0.56924045 0.54353866 0.51757584 0.496078 0.47791481 0.45919018 0.45225874 0.44629431 0.43062213 0.43732504 0.45267349 0.47527404 0.49951451 0.52398059 0.54523999 0.56431054 0.57752303 0.58460454 0.58556026 0.58049294 0.57054301 0.55441865

0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.1 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.2 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.3 1.31 1.32 1.33 1.34

0.53256024 0.50563917 0.50033531 0.50324779 0.5049175 0.50284395 0.49745504 0.49080572 0.47965633 0.46772438 0.45188518 0.43496592 0.42787538 0.41960043 0.40947437 0.39810742 0.38551903 0.37192503 0.35754727 0.3428324 0.32729653 0.31211419 0.29600074 0.28029664 0.27071445 0.26250125 0.25439503 0.25201867 0.25557827 0.25736939 0.25761554 0.25601564 0.25369807 0.24982886 0.24564607 0.24054681 0.23521686 0.22963018 0.22393705 0.21833143 0.21290913 0.20753332 0.20268025 0.19829595 0.19433393

1.35 1.36 1.37 1.38 1.39 1.4 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.5 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.6 1.61 1.62 1.63 1.64 1.65 1.66 1.67 1.68 1.69 1.7 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79

0.19088397 0.18799967 0.18570162 0.18398127 0.18289295 0.1823597 0.1822578 0.18251399 0.18304618 0.18376736 0.18458916 0.18542502 0.18641752 0.18739017 0.18817435 0.18870895 0.18919673 0.1895189 0.18947624 0.1893741 0.18899422 0.18834021 0.18759565 0.18643678 0.18523284 0.18372915 0.18188188 0.18007724 0.17793602 0.1756399 0.17330376 0.17071752 0.16819046 0.16553756 0.16311414 0.16146785 0.15953196 0.15703783 0.15444605 0.15161226 0.14971807 0.14942021 0.1504753 0.15123747 0.15180613

1.8 1.81 1.82 1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.9 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.1 2.11 2.12 2.13 2.14 2.15 2.16 2.17 2.18 2.19 2.2 2.21 2.22 2.23 2.24

0.15192552 0.15348513 0.15489917 0.15576307 0.15632412 0.15633879 0.15617506 0.1555221 0.15471643 0.15350862 0.15210004 0.15036665 0.14835902 0.14608118 0.14345614 0.14063578 0.13918387 0.1382191 0.13735323 0.13649271 0.13734441 0.1388369 0.14037651 0.14192916 0.14347731 0.14506103 0.14669653 0.14828658 0.1498153 0.15142825 0.1529711 0.15441733 0.15591788 0.15733552 0.15863842 0.16000712 0.16123355 0.16242931 0.1635751 0.16460435 0.16565516 0.16654234 0.1674858 0.16824561 0.16906643

2.25 2.26 2.27 2.28 2.29 2.3 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38 2.39 2.4 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.5 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.6 2.61 2.62 2.63 2.64 2.65 2.66 2.67 2.68 2.69

0.16970122 0.17036568 0.1708687 0.17134036 0.1717069 0.17195235 0.1721796 0.17220186 0.17227929 0.17215992 0.17204843 0.17191055 0.17286429 0.17382516 0.17466674 0.17538845 0.17598999 0.17663544 0.17717042 0.17758584 0.17788224 0.17812043 0.17835734 0.17847726 0.17848141 0.17837125 0.17822213 0.17806308 0.17779315 0.17741427 0.17692854 0.17641398 0.17589157 0.17526667 0.1745417 0.1737192 0.17295486 0.17210782 0.171168145 0.17015762 0.16920004 0.16815483 0.1670268 0.16596918 0.16482898

2.7 2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.8 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.9 2.91 2.92 2.93 2.94 2.95 2.96 2.97 2.98 2.99 3 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.1 3.11 3.12 3.13 3.14

0.16366709 0.16251919 0.16129377 0.16010643 0.15887777 0.15757659 0.15633773 0.15503773 0.15495501 0.15471366 0.15418063 0.15347849 0.15248683 0.15135078 0.14990439 0.14836432 0.14650824 0.1445219 0.14231585 0.13985587 0.13733536 0.13525074 0.13383413 0.13240064 0.13099988 0.12960586 0.12822116 0.12686437 0.12549595 0.12415047 0.12279865 0.12142803 0.12009332 0.11871781 0.11734601 0.11598972 0.11459616 0.11321391 0.11197942 0.11077029 0.10997058 0.10988276 0.10980641 0.10969978 0.10956366

3.15 3.16 3.17 3.18 3.19 3.2 3.21 3.22 3.23 3.24 3.25 3.26 3.27 3.28 3.29 3.3 3.31 3.32 3.33 3.34 3.35 3.36 3.37 3.38 3.39 3.4 3.41 3.42 3.43 3.44 3.45 3.46 3.47 3.48 3.49 3.5 3.51 3.52 3.53 3.54 3.55 3.56 3.57 3.58 3.59

0.10939883 0.10920606 0.10898611 0.10878772 0.10857448 0.1083353 0.10807093 0.1077821 0.10746952 0.10713978 0.10683713 0.10651183 0.10616458 0.10579606 0.10540694 0.1050108 0.10463396 0.1042375 0.10382204 0.10338823 0.1029515 0.10253133 0.10209367 0.10163913 0.10116827 0.10071045 0.10025428 0.09978258 0.0992959 0.09879481 0.09827983 0.09778289 0.09728385 0.09677159 0.09624662 0.09570944 0.09516053 0.09460038 0.09402946 0.09347418 0.09292075 0.09235708 0.09178359 0.09120074 0.09060893

3.6 3.61 3.62 3.63 3.64 3.65 3.66 3.67 3.68 3.69 3.7 3.71 3.72 3.73 3.74 3.75 3.76 3.77 3.78 3.79 3.8 3.81 3.82 3.83 3.84 3.85 3.86 3.87 3.88 3.89 3.9 3.91 3.92 3.93 3.94 3.95 3.96 3.97 3.98 3.99 4 4.01 4.02 4.03 4.04

0.09000859 0.08940012 0.08878392 0.08816037 0.08755838 0.08695359 0.08634184 0.08572347 0.08509886 0.08446833 0.08383224 0.08319093 0.0825447 0.08189388 0.0812592 0.08062764 0.07999172 0.07935175 0.078708 0.07806078 0.07741034 0.07675696 0.0761009 0.07544928 0.07481236 0.07417289 0.07353114 0.07288733 0.0722417 0.07159448 0.07094587 0.07029609 0.06966275 0.06903152 0.0683992 0.06776599 0.06713208 0.06649765 0.0658629 0.06524206 0.0646252 0.06400804 0.06339076 0.06277352 0.06215648

4.05 4.06 4.07 4.08 4.09 4.1 4.11 4.12 4.13 4.14 4.15 4.16 4.17 4.18 4.19 4.2 4.21 4.22 4.23 4.24 4.25 4.26 4.27 4.28 4.29 4.3 4.31 4.32 4.33 4.34 4.35 4.36 4.37 4.38 4.39 4.4 4.41 4.42 4.43 4.44 4.45 4.46 4.47 4.48 4.49

0.06154712 0.06094732 0.06034773 0.0597485 0.05914978 0.05855169 0.05795439 0.05735799 0.05677499 0.05619495 0.05570095 0.05553163 0.05536062 0.05518797 0.05501374 0.05484447 0.05467756 0.05450908 0.05434301 0.05418162 0.05401866 0.05385419 0.0536973 0.05353967 0.05338053 0.05321992 0.05305791 0.05289453 0.05273127 0.05257455 0.05241647 0.05225707 0.05209641 0.05193452 0.05177146 0.05160726 0.05144198 0.05127564 0.05110831 0.05094 0.05077189 0.05060995 0.05044703 0.05028317 0.05011842

4.5 4.51 4.52 4.53 4.54 4.55 4.56 4.57 4.58 4.59 4.6 4.61 4.62 4.63 4.64 4.65 4.66 4.67 4.68 4.69 4.7 4.71 4.72 4.73 4.74 4.75 4.76 4.77 4.78 4.79 4.8 4.81 4.82 4.83 4.84 4.85 4.86 4.87 4.88 4.89 4.9 4.91 4.92 4.93 4.94

0.0499528 0.04978636 0.04961912 0.04945114 0.04928243 0.04911304 0.04894299 0.04877232 0.04860107 0.04842925 0.04825691 0.04808407 0.04791076 0.047737 0.04756774 0.04739986 0.04723151 0.04706273 0.04689354 0.04672396 0.04655403 0.04638376 0.04621319 0.04604233 0.04587121 0.04569985 0.04552827 0.04535651 0.04518457 0.04501248 0.04484026 0.04466793 0.04449551 0.04432302 0.04415048 0.0439779 0.0438053 0.04363271 0.04346292 0.04329553 0.04312812 0.04296069 0.04279326 0.04262585 0.04245848

4.95 4.96 4.97 4.98 4.99 5 5.01 5.02 5.03 5.04 5.05 5.06 5.07 5.08 5.09 5.1 5.11 5.12 5.13 5.14 5.15 5.16 5.17 5.18 5.19 5.2 5.21 5.22 5.23 5.24 5.25 5.26 5.27 5.28 5.29 5.3 5.31 5.32 5.33 5.34 5.35 5.36 5.37 5.38 5.39

0.04229117 0.04212392 0.04195675 0.04178967 0.04162271 0.04145587 0.04128917 0.04112262 0.04095623 0.04079001 0.04062399 0.04045816 0.04029254 0.04012715 0.03996198 0.03979707 0.0396324 0.039468 0.03930387 0.03914382 0.03898415 0.03882472 0.03866554 0.03850662 0.03834797 0.0381896 0.03803152 0.03787373 0.03771625 0.03755909 0.03740224 0.03724572 0.03708953 0.03693369 0.0367782 0.03662306 0.03646828 0.03631388 0.03615985 0.0360062 0.03585294 0.03570068 0.03555128 0.03540225 0.03525358

5.4 5.41 5.42 5.43 5.44 5.45 5.46 5.47 5.48 5.49 5.5 5.51 5.52 5.53 5.54 5.55 5.56 5.57 5.58 5.59 5.6 5.61 5.62 5.63 5.64 5.65 5.66 5.67 5.68 5.69 5.7 5.71 5.72 5.73 5.74 5.75 5.76 5.77 5.78 5.79 5.8 5.81 5.82 5.83 5.84

0.03510527 0.03495734 0.03480979 0.03466262 0.03451584 0.03436945 0.03422346 0.03407788 0.0339327 0.03378793 0.03364358 0.03349965 0.03335615 0.03321307 0.03307157 0.03293191 0.03279265 0.03265379 0.03251534 0.0323773 0.03223967 0.03210245 0.03196566 0.03182929 0.03169334 0.03156012 0.03142733 0.03129495 0.03116297 0.03103139 0.03090072 0.0307722 0.03064406 0.0305163 0.03038892 0.03026194 0.03013534 0.03000913 0.02988332 0.02975868 0.02963574 0.02962471 0.02967802 0.0297244 0.02976527

5.85 5.86 5.87 5.88 5.89 5.9 5.91 5.92 5.93 5.94 5.95 5.96 5.97 5.98 5.99 6

0.0298024 0.02983166 0.02985661 0.02987571 0.02988679 0.02989332 0.02989346 0.02988547 0.02987137 0.02985177 0.02982399 0.0297881 0.02974736 0.02969924 0.029643 0.02957872

PAGE : DESIGN BY : REVIEW BY :

Sa(g) (IBC/CBC) A/g (El Centro)

T (s) 0.00

0.38

0.32

0.10

0.89

0.67

0.13

0.96

0.65

0.17

0.96

0.74

0.18

0.96

0.87

0.20

0.96

0.72

0.25

0.96

0.86

0.33

0.96

0.77

0.43

0.96

0.80

0.50

0.96

0.92

0.67

0.82

0.62

1.00

0.55

0.45

1.25

0.44

0.24

1.50

0.36

0.19

1.75

0.31

0.15

2.00

0.27

0.14

2.25

0.24

0.17

2.50

0.22

0.18

2.75

0.20

0.16

3.00

0.18

0.12

3.25

0.17

0.11

3.50

0.16

0.10

3.75

0.15

0.08

4.00

0.14

0.06

A, ETABS, RAM)

VDY =

3500

SFX = VX / VD

kips

= 0.245

SFY = VY / VD

e License for 2013 CBC

= 0.210

Risk Category I

Site Class A

II III IV

B C D E F

Site Coe Site Class S1 ≤ 0.1 A

0.8

B

1

C

1.7

D

2.4

E

3.5

F

Site Coefficient Fv S1 = 0.2

S1 = 0.3

Site Coefficient Fa

S1 = 0.4

S1 ≥ 0.5

Site Class SS ≤ 0.25 SS = 0.5

0.8

0.8

0.8

0.8

A

0.8

0.8

1

1

1

1

B

1

1

1.6

1.5

1.4

1.3

C

1.2

1.2

2

1.8

1.6

1.5

D

1.6

1.4

3.2

2.8

2.4

2.4

E

2.5

1.7

F

ite Coefficient Fa SS = 0.75 SS = 1.0

SS ≥ 1.25

0.8

0.8

0.8

1

1

1

1.1

1

1

1.2

1.1

1

1.2

0.9

0.9