review struktur gedung 2

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We design it professionally !

Review on Tower 11 (3

^rd

Document) Received on 11 December 2017

For BSD Project

R.0 / 26 January 2018

A. 3D MODEL REVIEW 1. General Data

a. Building Name : BSD Apartment Tower 11

b. Location : Bumi Serpong Damai, Tangerang c. Number of Stories : 30

d. Function : Apartment

e. Number of Basement : -

f. Level of Fixity : Ground Floor g. Seismic Parameter

 Site Class : E

 Occupancy Importance (Ie) : 1

 Ss : 0.714

 S1 : 0.308

 R : 7

 Cd : 5.5

 Overstrength Factor (Ω0) : 2.5

 Seismic Design Category : D 2. Model

a. Units : mm, kN, second h. Material

h.1. Concrete : OK h.2. Steel : OK i. Section Properties

i.1. Input Column dimension : OK i.2. Input Column modifier

 Moment of Inertia 2 axis (0.7) : OK

 Moment of Inertia 3 axis (0.7) : OK i.3. Input Beam dimension : OK

i.4. T/L/Rect. Beam Section : Please check total width of beam BL400X600RF i.5. Input Beam modifier

 Torsional modifier (0.15) : OK

 Mass modifier : OK

 Weight modifier : OK

i.6. Input Shear Wall dimension : OK i.7. Input Shear Wall modifier

 Membrane f22 direction (0.35) : OK

 Bending M22 direction (0.35) : OK i.8. Input Slab dimension : OK i.9. Input Slab modifier (0.25) : OK i.10. Input Slab type (membrane) : OK j. Model Configuration

j.1. Number of Floor : The story height on the 1^st floor in the architectural drawing is 5.4 m meanwhile in the model is 6.3 m. Please clariy which one is the correct one.

j.2. Beam configuration

 2^ndbeam connection : OK

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 End-Release : OK

 Position of T & L : Several beams are falsely assigned, please revise accordingly

Figure 1 Lift Area Beams j.3. Column Concrete Grade : OK

Stor

y Grad

e (fc’)

1-7 FC50

8-12 FC45

13-

17 FC40

18-

30 FC35

j.4. Column Dimension : OK S

t o r y

K

1 K

2 K

3 K

4

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3 1

2 1

2 4

- 1 0

C 6 1 2

C 5 1 2

C 6 1 2

C 6 1 2 1

1 - 2 2

C 6 1 1

C 5 1 2

C 6 1 1 2

3 - 3 0

C 6 1 1

C 5 1 2

C 5 1 1

j.5. Slab : OK

j.6. Shear Wall Concrete Grade : OK Stor

y Gra

de (fc’)

1-7 FC50

8-12 FC45

13-

17 FC40

18-

30 FC35

j.7. Shear Wall Dimension Sto

ry W1

(m m)

W2 (m m) 1-

10 400 600

11- 22

400 500

23-

30 400 400

j.8. Rigid Zone Factor

Column (1) : OK

Beam (0) : OK

j.9. End length offset : OK 3. Loading

a. Uniform Shell Load (Dead Load) : OK b. Uniform Shell Load (Live Load) : OK c. Live Load Reduction Factor : OK

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d. Distributed Frame Load : OK e. Mass Source (DL = 1) : OK

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f. Earthquake Load f.1. Center Mass Rigidity

f.2. Parameter

Tx dynamics : 5.22 sec Ty dynamics : 5.00 sec T used : 2.125 sec C used : 0.0382

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f.3. Static Earthquake Lateral Force (Weight / Area)

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LATERAL LOAD DISTRIBUTION X - DIRECTION

( Static Equivalent Analysis )

n Story Mass

( Kg ) Wi

( Kgf ) Hi

( m ) Wi Hi^k

( Kgf m ) Lateral Load

Fi-X ( Kgf ) Story Shear

Vi-X ( Kgf ) Area

(m²) Weight/Area

( kgf/m² )

32 URF2 19,644 192,707 97.8 1,843,207,422 22,148 22,148 157.60 1,223

31 URF1 6,785 66,556 94.8 598,140,940 7,187 29,335 56.16 1,185

30 Roof 268,515 2,634,136 93.3 22,929,861,353 275,521 304,856 1,912.64 1,377

29 Story29 232,796 2,283,727 90.3 18,621,713,046 223,755 528,610 1,896.68 1,204

28 Story28 232,796 2,283,727 87.3 17,404,943,461 209,134 737,745 1,896.68 1,204

27 Story27 232,796 2,283,727 84.3 16,229,280,956 195,008 932,753 1,896.68 1,204

26 Story26 232,796 2,283,727 81.3 15,094,725,531 181,375 1,114,128 1,896.68 1,204

25 Story25 232,796 2,283,727 78.3 14,001,277,187 168,237 1,282,365 1,896.68 1,204

24 Story24 232,796 2,283,727 75.3 12,948,935,924 155,592 1,437,956 1,896.68 1,204

23 Story23 232,796 2,283,727 72.3 11,937,701,741 143,441 1,581,398 1,896.68 1,204

22 Story22 233,765 2,293,238 69.3 11,013,251,079 132,333 1,713,731 1,896.68 1,209

21 Story21 234,634 2,301,760 66.3 10,117,822,255 121,574 1,835,304 1,896.68 1,214

20 Story20 234,634 2,301,760 63.3 9,222,898,069 110,821 1,946,125 1,896.68 1,214

19 Story19 234,634 2,301,760 60.3 8,369,405,559 100,565 2,046,690 1,896.68 1,214

18 Story18 234,634 2,301,760 57.3 7,557,344,724 90,808 2,137,498 1,896.68 1,214

17 Story17 234,634 2,301,760 54.3 6,786,715,565 81,548 2,219,046 1,896.68 1,214

16 Story16 234,634 2,301,760 51.3 6,057,518,080 72,786 2,291,831 1,896.68 1,214

15 Story15 234,634 2,301,760 48.3 5,369,752,271 64,522 2,356,353 1,896.68 1,214

14 Story14 234,634 2,301,760 45.3 4,723,418,137 56,756 2,413,109 1,896.68 1,214

13 Story13 234,727 2,302,669 42.3 4,120,142,309 49,507 2,462,616 1,896.68 1,214

12 Story12 234,634 2,301,760 39.3 3,555,044,895 42,717 2,505,333 1,896.68 1,214

11 Story11 235,239 2,307,698 36.3 3,040,830,092 36,538 2,541,871 1,896.68 1,217

10 Story10 203,956 2,000,813 33.3 2,218,681,169 26,659 2,568,530 1,900.88 1,053

9 Story9 237,441 2,329,297 30.3 2,138,504,278 25,696 2,594,226 1,896.68 1,228

8 Story8 237,538 2,330,249 27.3 1,736,710,953 20,868 2,615,094 1,896.68 1,229

7 Story7 237,538 2,330,249 24.3 1,375,988,475 16,534 2,631,627 1,896.68 1,229

6 Story6 237,538 2,330,249 21.3 1,057,210,471 12,703 2,644,331 1,896.68 1,229

5 Story5 237,538 2,330,249 18.3 780,376,942 9,377 2,653,707 1,896.68 1,229

4 Story4 237,584 2,330,694 15.3 545,592,190 6,556 2,660,263 1,896.68 1,229

3 Story3 237,925 2,334,042 12.3 353,117,287 4,243 2,664,506 1,896.68 1,231

2 Story2 238,727 2,341,913 9.3 202,552,085 2,434 2,666,940 1,896.68 1,235

1 Story1 271,734 2,665,708 6.3 105,801,950 1,271 2,668,211 2,031.13 1,312

0

Total 7,117,471 69,822,389 222,058,466,396 2,668,211 60,808,233 57,269 38,977

Average 1,219

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LATERAL LOAD DISTRIBUTION Y - DIRECTION

( Static Equivalent Analysis )

n Story Mass

( Kg ) Wi

( Kgf ) Hi

( m ) Wi Hi^k

( Kgf m ) Lateral Load

Fi-Y ( Kgf ) Story Shear

Vi-Y ( Kgf ) Area

(m²) Weight/Area

( kgf/m² )

32 URF2 19,644 192,707 97.8 1,843,207,422 22,148 22,147.62 157.60 1,223

31 URF1 6,785 66,556 94.8 598,140,940 7,187 29,334.77 56.16 1,185

30 Roof 268,515 2,634,136 93.3 22,929,861,353 275,521 304,855.51 1,912.64 1,377

29 Story29 232,796 2,283,727 90.3 18,621,713,046 223,755 528,610.38 1,896.68 1,204

28 Story28 232,796 2,283,727 87.3 17,404,943,461 209,134 737,744.79 1,896.68 1,204

27 Story27 232,796 2,283,727 84.3 16,229,280,956 195,008 932,752.66 1,896.68 1,204

26 Story26 232,796 2,283,727 81.3 15,094,725,531 181,375 1,114,127.94 1,896.68 1,204

25 Story25 232,796 2,283,727 78.3 14,001,277,187 168,237 1,282,364.56 1,896.68 1,204

24 Story24 232,796 2,283,727 75.3 12,948,935,924 155,592 1,437,956.44 1,896.68 1,204

23 Story23 232,796 2,283,727 72.3 11,937,701,741 143,441 1,581,397.54 1,896.68 1,204

22 Story22 233,765 2,293,238 69.3 11,013,251,079 132,333 1,713,730.62 1,896.68 1,209

21 Story21 234,634 2,301,760 66.3 10,117,822,255 121,574 1,835,304.40 1,896.68 1,214

20 Story20 234,634 2,301,760 63.3 9,222,898,069 110,821 1,946,124.94 1,896.68 1,214

19 Story19 234,634 2,301,760 60.3 8,369,405,559 100,565 2,046,690.09 1,896.68 1,214

18 Story18 234,634 2,301,760 57.3 7,557,344,724 90,808 2,137,497.67 1,896.68 1,214

17 Story17 234,634 2,301,760 54.3 6,786,715,565 81,548 2,219,045.52 1,896.68 1,214

16 Story16 234,634 2,301,760 51.3 6,057,518,080 72,786 2,291,831.47 1,896.68 1,214

15 Story15 234,634 2,301,760 48.3 5,369,752,271 64,522 2,356,353.37 1,896.68 1,214

14 Story14 234,634 2,301,760 45.3 4,723,418,137 56,756 2,413,109.04 1,896.68 1,214

13 Story13 234,727 2,302,669 42.3 4,120,142,309 49,507 2,462,615.87 1,896.68 1,214

12 Story12 234,634 2,301,760 39.3 3,555,044,895 42,717 2,505,332.59 1,896.68 1,214

11 Story11 235,239 2,307,698 36.3 3,040,830,092 36,538 2,541,870.61 1,896.68 1,217

10 Story10 203,956 2,000,813 33.3 2,218,681,169 26,659 2,568,529.86 1,900.88 1,053

9 Story9 237,441 2,329,297 30.3 2,138,504,278 25,696 2,594,225.71 1,896.68 1,228

8 Story8 237,538 2,330,249 27.3 1,736,710,953 20,868 2,615,093.69 1,896.68 1,229

7 Story7 237,538 2,330,249 24.3 1,375,988,475 16,534 2,631,627.29 1,896.68 1,229

6 Story6 237,538 2,330,249 21.3 1,057,210,471 12,703 2,644,330.53 1,896.68 1,229

5 Story5 237,538 2,330,249 18.3 780,376,942 9,377 2,653,707.39 1,896.68 1,229

4 Story4 237,584 2,330,694 15.3 545,592,190 6,556 2,660,263.12 1,896.68 1,229

3 Story3 237,925 2,334,042 12.3 353,117,287 4,243 2,664,506.10 1,896.68 1,231

2 Story2 238,727 2,341,913 9.3 202,552,085 2,434 2,666,939.93 1,896.68 1,235

1 Story1 271,734 2,665,708 6.3 105,801,950 1,271 2,668,211.23 2,031.13 1,312

0

Total 7,117,471 69,822,389 222,058,466,396 2,668,211 60,808,233 57,269 38,977

Average 1,219

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f.4. Dynamic force Output

LATERAL LOAD DISTRIBUTION

( DYNAMIC ANALYSIS - RESPONSE SPECTRUM )

Project = BSD Apartment

Building

KDS = Apartemen

= D (Jakarta)

Height of Building ( H ) = 97.80 m

Tx ( Time Period for x direction ) = 5.22 sec ( from dynamic analysis )

Ty ( Time Period for y direction ) = 5.00 sec ( from dynamic analysis )

n Story Lateral Load Fi-X ( Kgf )

Story Shear

Total Lateral Load Fi-Y ( Kgf )

Story Shear Total

Vi-X ( Kgf ) Vi-Y ( Kgf )

32 URF2 14,618 14,618 14,591 14,591

31 URF1 4,225 18,842 5,141 19,732

30 Roof 127,383 146,226 153,690 173,422

29 Story29 97,298 243,523 114,567 287,989

28 Story28 79,785 323,308 92,518 380,507

27 Story27 64,880 388,189 71,977 452,485

26 Story26 52,816 441,005 54,425 506,909

25 Story25 43,147 484,152 40,847 547,756

24 Story24 35,957 520,109 31,629 579,385

23 Story23 31,055 551,164 26,297 605,682

22 Story22 28,186 579,350 23,946 629,628

21 Story21 26,652 606,002 22,971 652,599

20 Story20 26,160 632,162 22,614 675,213

19 Story19 26,195 658,358 22,525 697,738

18 Story18 26,193 684,551 22,355 720,093

17 Story17 25,952 710,503 21,944 742,037

16 Story16 25,347 735,849 21,419 763,456

15 Story15 24,320 760,170 20,969 784,425

14 Story14 23,061 783,231 20,757 805,182

13 Story13 21,723 804,953 20,991 826,173

12 Story12 20,365 825,318 21,836 848,010

11 Story11 19,357 844,675 23,286 871,296

10 Story10 16,514 861,189 21,876 893,172

9 Story9 19,259 880,448 27,365 920,537

8 Story8 20,614 901,063 30,544 951,081

7 Story7 22,489 923,551 33,296 984,376

6 Story6 24,578 948,129 34,752 1,019,128

5 Story5 26,054 974,183 34,616 1,053,745

4 Story4 26,358 1,000,541 33,053 1,086,798

3 Story3 25,417 1,025,959 29,860 1,116,658

2 Story2 22,407 1,048,366 24,165 1,140,823

1 Story1 18,186 1,066,551 17,781 1,158,603

Total 1,066,551 1,066,551 1,158,603 1,158,603

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f.5. Static Force Calculation

LATERAL LOAD DISTRIBUTION FROM DYNAMIC PATTERN ( X - DIRECTION )

Project : BSD Apartment Building : Apartemen

Static Total Base Shear ( X - Direction ) = 2,668,211 0.85 x Static Total Base Shear ( X - Direction ) = 2,267,980 Dynamic Total Base Shear ( X - Direction ) = 1,000,541

Scale Factor = 2.27 >1 Syarat > 1.0

Scale Factor = 2.27 OK

Story

Dynamic Story Shear

Static Story Shear

0.85 x Static

Story Shear

Scaled Dynamic

Story Shear

Design Lateral Load ( Fi-X )

Dibulatkan

( Kgf ) ( Kgf ) ( Kgf ) ( Kgf ) ( Kgf ) ( Kgf )

URF2 14,618 22,148 18,825 33,135 33,135 33,200

URF1 18,842 29,335 24,935 42,711 9,576 9,600

Roof 146,226 304,856 259,127 331,457 288,747 288,800

Story29 243,523 528,610 449,319 552,007 220,549 220,600

Story28 323,308 737,745 627,083 732,860 180,853 180,900

Story27 388,189 932,753 792,840 879,927 147,067 147,100

Story26 441,005 1,114,128 947,009 999,649 119,722 119,800

Story25 484,152 1,282,365 1,090,010 1,097,452 97,803 97,900 Story24 520,109 1,437,956 1,222,263 1,178,959 81,507 81,600 Story23 551,164 1,581,398 1,344,188 1,249,353 70,394 70,400 Story22 579,350 1,713,731 1,456,671 1,313,244 63,890 63,900 Story21 606,002 1,835,304 1,560,009 1,373,657 60,413 60,500 Story20 632,162 1,946,125 1,654,206 1,432,956 59,299 59,300 Story19 658,358 2,046,690 1,739,687 1,492,334 59,378 59,400 Story18 684,551 2,137,498 1,816,873 1,551,708 59,374 59,400 Story17 710,503 2,219,046 1,886,189 1,610,534 58,826 58,900 Story16 735,849 2,291,831 1,948,057 1,667,988 57,454 57,500 Story15 760,170 2,356,353 2,002,900 1,723,117 55,128 55,200 Story14 783,231 2,413,109 2,051,143 1,775,390 52,273 52,300 Story13 804,953 2,462,616 2,093,223 1,824,630 49,240 49,300 Story12 825,318 2,505,333 2,129,533 1,870,792 46,162 46,200 Story11 844,675 2,541,871 2,160,590 1,914,670 43,878 43,900 Story10 861,189 2,568,530 2,183,250 1,952,102 37,432 37,500 Story9 880,448 2,594,226 2,205,092 1,995,758 43,656 43,700 Story8 901,063 2,615,094 2,222,830 2,042,486 46,728 46,800 Story7 923,551 2,631,627 2,236,883 2,093,462 50,976 51,000 Story6 948,129 2,644,331 2,247,681 2,149,175 55,713 55,800 Story5 974,183 2,653,707 2,255,651 2,208,232 59,058 59,100 Story4 1,000,541 2,660,263 2,261,224 2,267,980 59,747 59,800 Story3 1,025,959 2,664,506 2,264,830 2,325,594 57,615 57,700 Story2 1,048,366 2,666,940 2,266,899 2,376,385 50,791 50,800 Story1 1,066,551 2,668,211 2,267,980 2,417,608 41,223 41,300 Base Shear 1,000,541 2,660,26

3 2,261,22

4 2,267,98

0 2,417,60

8 2,419,200

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LATERAL LOAD DISTRIBUTION FROM DYNAMIC PATTERN ( Y - DIRECTION )

Project : BSD Apartment Building : Apartemen

Static Total Base Shear ( Y - Direction ) = 2,660,263 0.85 x Static Total Base Shear ( Y - Direction ) = 2,261,224 Dynamic Total Base Shear ( Y - Direction ) = 1,086,798

Scale Factor = 2.08 >1 Syarat > 1.0

Scale Factor = 2.08 OK

Story

Dynamic Story Shear

Static Story Shear

0.85 x Static

Story Shear

Scaled Dynamic

Story Shear

Design Lateral Load ( Fi-Y )

Dibulatkan

( Kgf ) ( Kgf ) ( Kgf ) ( Kgf ) ( Kgf ) ( Kgf )

URF2 14,591 22,148 18,825 33,075 33,075 33,100

URF1 19,732 29,335 24,935 44,728 11,653 11,700

Roof 173,422 304,856 259,127 393,104 348,376 348,400

Story29 287,989 528,610 449,319 652,800 259,696 259,700

Story28 380,507 737,745 627,083 862,516 209,715 209,800

Story27 452,485 932,753 792,840 1,025,670 163,155 163,200

Story26 506,909 1,114,128 947,009 1,149,037 123,367 123,400 Story25 547,756 1,282,365 1,090,010 1,241,627 92,589 92,600 Story24 579,385 1,437,956 1,222,263 1,313,323 71,696 71,700 Story23 605,682 1,581,398 1,344,188 1,372,931 59,609 59,700 Story22 629,628 1,713,731 1,456,671 1,427,212 54,281 54,300 Story21 652,599 1,835,304 1,560,009 1,479,281 52,069 52,100 Story20 675,213 1,946,125 1,654,206 1,530,541 51,260 51,300 Story19 697,738 2,046,690 1,739,687 1,581,600 51,059 51,100 Story18 720,093 2,137,498 1,816,873 1,632,273 50,672 50,700 Story17 742,037 2,219,046 1,886,189 1,682,015 49,742 49,800 Story16 763,456 2,291,831 1,948,057 1,730,567 48,552 48,600 Story15 784,425 2,356,353 2,002,900 1,778,098 47,531 47,600 Story14 805,182 2,413,109 2,051,143 1,825,149 47,051 47,100 Story13 826,173 2,462,616 2,093,223 1,872,731 47,582 47,600 Story12 848,010 2,505,333 2,129,533 1,922,229 49,498 49,500 Story11 871,296 2,541,871 2,160,590 1,975,012 52,783 52,800 Story10 893,172 2,568,530 2,183,250 2,024,600 49,588 49,600 Story9 920,537 2,594,226 2,205,092 2,086,629 62,029 62,100 Story8 951,081 2,615,094 2,222,830 2,155,865 69,236 69,300 Story7 984,376 2,631,627 2,236,883 2,231,338 75,473 75,500 Story6 1,019,128 2,644,331 2,247,681 2,310,112 78,774 78,800 Story5 1,053,745 2,653,707 2,255,651 2,388,579 78,467 78,500 Story4 1,086,798 2,660,263 2,261,224 2,463,502 74,924 75,000 Story3 1,116,658 2,664,506 2,264,830 2,531,188 67,686 67,700 Story2 1,140,823 2,666,940 2,266,899 2,585,963 54,775 54,800 Story1 1,158,603 2,668,211 2,267,980 2,626,267 40,304 40,400

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f.6. Scale Factor Calculation for Response Spectrum Analysis Initial Scale (gIe/R) : 1.4

Static Scale (85%) : X = 2.27 Y = 2.08

Input Scale : X = 1.4 × 2.27 = 3.17 Y = 1.4 × 2.08 = 2.91 Current Scale in model : X = 3.32

Y = 3.05

We propose to recheck the scale factor using manual static earthquake.

4. Analysis Result

a. Run Analysis Log : OK (no Ill-condition) b. Modal Result : OK

b.1. Time Period

Mode 1 : Period : 5.21 sec Mode 2 : Period : 4.98 sec Mode 3 : Period : 4.65 sec b.2. Modal Participating Mass Ratio

Mode 1 : UX = 0.75 UY = 0.00 Sum RZ = 0.029 Mode 2 : UX = 0.00 UY = 0.72 Sum RZ = 0.034 Mode 3 : UX = 0.04 UY = 0.00 Sum RZ = 0.712 b.3. Modal Participating Mass Percentage

X Translation (sum) : 98.9%

Y Translation (sum) : 97.8%

Rz Rotation (sum) : 97%

5. Design Result

a. Design Code & Parameter : OK b. Load Combination : OK

c. Beam Concrete Result : One beam on Story 4 is still in O/S state, please revise accordingly.

Figure 2 O/S beam on Story 4

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d. Column Concrete Result : Several columns are still in O/S state, please revise them accordingly.

Figure 3 O/S column on Story 2

Figure 4 O/S column on Story 4

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e. Column Beam Ratio : Idem f. Shear Wall Result : OK

6. 25% Frame Capability Design

 There is one wall section still in the model, please revise.

 Boundary element length in this model are uniform from bottom to top. It should be the actual boundary element length designed on the frame + shear wall model.

 Based on the spreadsheets, the method for calculating scale factor are not correct. In general, the procedure is as follows:

1. Set the scale factor to 25% (for both SX0 and SX1) from scale factor used in frame + shearwall model

2. Run model, then check for sum joint reaction ≥ 25% initial sum joint reaction, if it is not satisfied then scale up

3. If it is satisfied, then run concrete design to see whether frame can withstand 25% earthquake 4. Compare reinforcement result to frame + shearwall model, use whichever largest

7. Special Notes

 Please provide calculation for sub-structure, including model for gravity, design earthquake, and strong earthquake condition.

 Procedure for foundation reinforcement calculation is attached within this review, please update your current calculation with this procedure.

 Please also include Technical Specification document on the next review.

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B. STRUCTURAL DESIGN REPORT REVIEW

B.1. UPPER STRUCTURE DESIGN Executive Summary

 Please revise project address on page 4.

 Please revise land investigation company name on page 4.

 Please revise the structural company name on page 5.

I. Design Criteria

 Please revise project address on page 7.

II. Layout/Architecture and Structure : OK III. 3D Structure Model :

 Please provide the complete elevation view of the model.

IV. Loading :

 Please follow our example report format and please tidy up the table

 For uniformity, please follow these font and font size:

o Tahoma 12 for chapter title.

o Tahoma 10 for chapter contents.

V. Determination of Earthquake Design Parameter

 Please attach calculation for irregularity checking.

 Please follow our example report format and please tidy up the table.

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VI. 3D Structural Analysis due Gravity Load (DL + LL) VI.1 Gravity Load On 3D Structure

 The Live load on slab is not shown. Please revise it.

 The frame load is not shown. Please revise it.

VI.2 Input of 3D Static Analysis Due to Gravity Load, Combination Load and Mass Source

• There are no mass summary by diaphgram table. Please revise it.

VI.3 Beams, Columns, Plates, Shear Walls Dimensions List

• Has not been done yet. Please revise it.

VII. 3D Structural Dynamic Analysis VII.1 Dynamic 3D Analysis Input

 Please change input to user load method instead of auto lateral load.

 Please follow our example report format and please tidy up the tables.

VII.2 Calculation of P-Δ Effect

 Please reformat this section to make checking easier. Please follow our example report format.

VII.3 Output of 3D Dynamic Analysis

 Please follow our example report format and please tidy up the mode shape image and tables.

VIII. Calculation of EQ Force

VIII.1 Soil Classification For Load Design Earthquake

 Not yet modified to current project.

VIII.2 Earthquake force static equivalent calculation

 Please follow our example report format and please tidy up the tables.

 The story mass in the lateral load distribution tables is different from the ETABS output.

Please revise it.

VIII.4 Distribution of Lateral Earthquake Force Directions - X and Direction - Y (Dynamic Analysis)

 Not yet attached.

VIII.7 COR & COM

 Has not been done yet. Please provide it.

VIII.9 Checking of Service Limits of Earthquake Structures Directions X & Y Direction

 In the story drift limit checking, there is a formula: 0.02hi / . Please enclose the reference for this formula.

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IX. Structural Analysis due to Gravity & EQ Load

X. Frame Reinforcement, Ductile (R = 7)

X.1 Ductile Frame Reinforcement (Columns+Shearwall)

 Please follow our example report format and tidy up the tables and screenshots. Please screenshot every floor just like our example format.

 Beams shear reinforcement are not yet attached.

 Beam torsion reinforcement are not yet attached.

 Column shear reinforcement are not yet attached.

 Column joint shear capacity ratio are not yet attached.

 Column-beam joint check and capacity ratio are not yet attached.

X.2 Frame Checks to Carry 25% of Nominal Earthquake With Frame + Boundary Model Element Shear Wall As Column

 The etabs model and calculation not finished yet, please provide on the next calculation report and the model. Please follow our example format and data.

X.3 Confinement Calculation

 Not calculated yet, please provide on the next calculation report.

XI. Reinforcement of Shearwall

XI.1 Initial Bending and Boundary Resistance Element

 Not completed yet, please follow our example format and data.

XI.2 Beading reinforcement and Checking D / C Ratio

XI.3 Shear Reinforcement & Boundary Element

XI.4 Checking Shear Wall Reinforcment

XII. Design of Diaphragm

We attached a new revised procedural for the diaphragm calculation, please follow it.

XIII. Design of Collector Element

We attached a new revised procedural for the collector element calculation, please follow it.

XIV. Design of Slab and Stair

 Slab and emergency stairs reinforcement calculation not finished yet.

Please follow our example format and data.

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Note:

 For uniformity, please follow these font and font size:

o Tahoma 12 for chapter title.

o Tahoma 10 for chapter contents.

o Please use A4 paper format for all pages because this report is printed in A4 format.

 Please carefully edit text for readability.

B.2. SUBSTRUCTURE DESIGN

Not yet submitted. Please provided the soil investigation report and the substructure calculation report.

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C. STRUCTURAL DRAWING REVIEW

This review scope is only concentrated on document properness and completeness for building permit (IMB). Dimension and reinforcement size are ignored in this review, it will be checked after all issues in reviews are resolved.

1. For structural drawing letterhead, please also include signature column for approval. Letterhead example will be attached along with this review.

2. Please include topographical drawing, contour and benchmark position based on site measurement in the next document.

3. Please also include ground level elevation information relative to benchmark’s elevation.

4. Reinforcement bar anchorage from column to pile cap on Standard Details Of Structural Works not yet corrected, please follow our standards.

5. Reinforcement bar anchorage from column to column above not correct. please follow our standards.

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7. In column reinforcement table, please also include cross ties spacing (both horizontal and vertical) to make sure tremie pipe access for concrete pouring. Example for this table is as follows.

8. Please revise drawing of boundary element for Shear Wall below:

a. PW1 drawn no boundary from story 15th-30th, design result shows that pier boundary element is required up to story 21.

b. PW4 drawn no boundary from story 4th-30th, design result shows that pier boundary element is required up to story 23

c. PW5 drawn no boundary from story 14th-30th, design result shows that pier boundary element is required up to story 19

d. PW6 drawn no boundary from story 15th-30th, design result shows that pier boundary element is required up to story 19

e. Please recheck for all boundary element shear wall design.

9. Please check Shear wall detailing on web rebar anchorage to boundary element.

10. Prease provide the section drawing for the tower.

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11. Please complete drawing due to diaphragm check:

o Chord reinforcement o Chord Detailing

o Diaphragm connection to vertical element o Diaphragm connection to collector element 12. Please complete drawing due to collectors check:

o Collector element reinforcement o Collector-diaphragm joint

o Collector-vertical element (column/shearwall) joint

13. Foundation beam layout drawing (Page JC03) are still mixed between beam naming and beam reinforcing, please separate these into two pages.

14. On column layout plan drawing (Page SW01-SW06), please also attach column type table.

15. Please attach detailing for wide beam (1000 mm × 350 mm) to column joints.

16. Please attach superimposed drawing (structure and architectural).

17. Please complete detail drawing of structural on STP and GWT.

18. Please tidy up the beam reinforcement drawing.

19. For practicality, please use the same rebar diameter for each beam.

20. For practicality, please use uniform rebar spacing on one slab reinforcement per-direction.

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o Story 8-12 : 45 MPa (Column), 40 MPa (Beam) o And so on..

This value may differ to ETABS model in order to make modelling easier.