3.741111 3.5925

15.33 2.985564 12.34444 1.23444411 2.985564 8.014436 0.80144411 2.985564 8.014436 0.80144411 2.985564 8.014436 0.801444

12.5 2.788714 4 0.412.5 2.788714 4 0.412.5 2.788714 4 0.412.5 2.788714 4 0.2

ID X Y ETABSC1 600 600 C1 B1 15 30C2 600 600 C1 B2 15 30C3 600 600 C1 B3 10 15C4 250 1930 C4C5 600 600 C1C6 600 600 C1C7 600 600 C1C8 600 600 C1C9 600 600 C1

C10 600 600 C1C11 700 700 C2C12 700 700 C2C13 700 700 C2C14 700 700 C2C15 700 700 C2C16 700 700 C2C17 700 700 C2C18 600 600 C1C19 600 600 C1C20 600 600 C1C21 600 600 C1C22 600 600 C1C23 600 600 C1C24 250 1612 C6C25 250 1612 C6C26 600 600 C1C27 250 500 C5C28 400 400 C3C29 400 400 C3C30 400 400 C3C31 400 400 C3C32 600 600 C1C33 250 500 C5C34 250 500 C5C35 NILC36 NILC37 250,500 500, 250 C7C38 250,500 500, 250 C7C39 400 400 C3C40 400 400 C3C41 900 dia NILC42 400 400 C3

381 762381 762254 381

ft in mmGF 5 0 1524

Mez 8 0 2438.41st 7 4 2235.2 4673.6 15.3333332nd 11 0 3352.83rd 11 0 3352.8

Roof/ 4th 11 0 3352.8Roof/5th 11 6 3505.2

Ridge 2 6 76200

22.50.754153 17603.43 35206.86

1020 220 152.41020 801360 1603400 460

18.11024

Full Load (Un-factored)

Column ID Column ID Dead Live Total (Structural Drawing) (ETABS Model) Ton Ton Ton

C1 14 222 31 253 623.58C2 46 332 65 397 623.58C3 78 329 65 394 623.58C4 143 340 64 404 623.58C5 192 327 64 391 623.58C6 208 334 66 400 623.58C7 224 337 67 404 623.58C8 256 240 40 280 623.58C9 272 143 15 158 623.58

C10 11 345 65 410 623.58C11 43 460 128 588 748.34C12 75 453 127 580 748.34C13 156 443 123 566 748.34C14 188 461 128 589 748.34C15 204 458 127 585 748.34C16 220 387 107 494 748.34C17 252 383 76 459 623.58C18 5 274 51 325 623.58C19 37 364 106 470 623.58C20 69 277 70 347 623.58C21 119 368 98 466 623.58C22 183 351 76 427 623.58C23 199 338 66 404 623.58C24 213 162 32 194

623.58C25 229 152 29 181C26 247 189 29 218 623.58C27 17 144 37 181 291.39C28 1369 75 20 95 291.39C29 83 56 14 70 194.26C30 99 108 22 130 291.39C31 164 89 11 100 194.26C32 264 147 16 163 623.58C39 217 161 46 207 194.26C40 233 141 39 180 194.26C42 1 80 13 93 194.26

Column ID Column ID Dead Live Total (Structural Drawing) (ETABS Model) Ton Ton Ton

C1 14 266 50 316C2 46 398 104 502C3 78 395 104 499C4 143 408 102 510C5 192 392 102 494C6 208 401 106 507C7 224 404 107 511C8 256 288 64 352C9 272 172 24 196

C10 11 414 104 518C11 43 552 205 757C12 75 544 203 747C13 156 532 197 729C14 188 553 205 758C15 204 550 203 753C16 220 464 171 635C17 252 460 122 582C18 5 329 82 411C19 37 437 170 607C20 69 332 112 444C21 119 442 157 599C22 183 421 122 543C23 199 406 106 512C24 213 194 51 245C25 229 182 46 228C26 247 227 46 273C27 17 173 59 232C28 1369 90 32 122C29 83 67 22 89C30 99 130 35 165C31 164 107 18 125C32 264 176 26 202C39 217 193 74 267C40 233 169 62 231C42 1 96 21 117

460 OK460 OK460 OK460 OK460 OK460 OK460 OK460 OK460 OK460 OK700 OK700 OK700 OK700 OK700 OK700 OK460 OK460 OK460 Not OK460 OK460 Not OK460 OK460 OK

460 OK

460 OK180 Not OK180 OK120 OK180 OK120 OK460 OK120 Not OK120 Not OK120 OK

TEST COLUMN ID: C1

Column Size = 27.56 " x 27.56 "Reinforcement Nos. = 16 Nos.Reinforcement Size = 32mmφ, 1.270

= 759.5536

= 20.32 (16-32mmφ)

= 75 ksi

= 4 ksiStrength Reduction Factor, φ = 0.8

= 0.80φ( 0.85f'c(Ag – Ast) + fy Ast)= 2583.93231 kip

= 2583.93 kip

= 1163 Ton

in2

COLUMN AREA, Ag in2

Area of Steel, As in2

Yield Strength of Reinforcement, fy

Compressive Strength of Concrete, f'c

Ultimate Capacity of Column C1, Pu

Pu

Diameter of Pile tip= 1.9 mDiameter of Pile surface, D= 1.3 m

Area of Pile Tip, Ap = 2.84 m2Average N- Value or SPT= 31 Nos.

Bearing Stratam, Lb= 7.63 mEnd bearing = 14142.01 KN

Depth, (ft) Surface AreaFrom Upto m2

5 10 2 6.2310 15 3 6.2315 20 3 6.2320 25 5 6.2325 30 16 6.2330 35 18 6.2335 40 23 6.2340 45 28 6.2345 50 33 6.2350 55 53 6.23

Average N- value (from 35 ft to 55 ft level) = 31 Total

Ultimate Capacity= 15288.33 KNFS= 2.5

Allowable Capacity= 6115.33 KN= 623.58 Ton

N- Value of SPT

Skin resistanceKN

12.4618.6918.6931.1599.68

112.14143.29174.44205.59330.19

1146.32

Diameter of Pile tip= 2.3 mDiameter of Pile surface, D= 1.4 m

Area of Pile Tip, Ap = 4.16 m2Average N- Value or SPT= 31 Nos.

Bearing Stratam, Lb= 7.63 mEnd bearing = 17112.44 KN

Depth, (ft) Surface AreaFrom Upto m2

5 10 2 6.7110 15 3 6.7115 20 3 6.7120 25 5 6.7125 30 16 6.7130 35 18 6.7135 40 23 6.7140 45 28 6.7145 50 33 6.7150 55 53 6.71

Average N- value (from 35 ft to 55 ft level) = 31 Total

Ultimate Capacity= 18347.08 KNFS= 2.5

Allowable Capacity= 7338.83 KN= 748.34 Ton

N- Value of SPT

Skin resistanceKN

13.4220.1320.1333.55

107.36120.78154.33187.88221.43355.63

1234.64

Diameter of Pile tip= 0.45 mDiameter of Pile surface, D= 0.45 m

Area of Pile Tip, Ap = 0.16 m2Average N- Value or SPT= 31 Nos.

Bearing Stratam, Lb= 7.63 mEnd bearing = 1984 KN

Depth, (ft) Surface AreaFrom Upto m2

5 10 2 2.1610 15 3 2.1615 20 3 2.1620 25 5 2.1625 30 16 2.1630 35 18 2.1635 40 23 2.1640 45 28 2.1645 50 33 2.1650 55 53 2.16

Average N- value (from 35 ft to 55 ft level) = 31 Total

Ultimate Capacity= 2381.44 KNFS= 2.5

Allowable Capacity= 952.58 KN= 97.13 Ton

291.39194.26

N- Value of SPT

Skin resistanceKN

4.326.486.4810.8

34.5638.8849.6860.4871.28

114.48397.44

Wind Load ValueA-14 A-11 A-5 A-1

Level from GF Floor kip/ft kip/ft kip/ft kip/ft5 0 GF 0.563 1.126 0.762 0.2

13 8 8 Mezzanine 0.563 1.126 0.762 0.220.33 15.33 7.33 1st 0.563 1.126 0.762 0.231.33 26.33 11 2nd 0.664 1.328 0.899 0.23642.33 37.33 11 3rd 0.7465 1.493 1.011 0.26653.33 48.33 11 4th 0.816 1.632 1.105 0.2965.83 60.83 12.5 5th 0.8845 1.769 1.197 0.31578.33 73.33 12.5 Roof 0.945 1.89 1.279 0.336

14-A 14-C 14-E 15-I 16-L`5 0 GF 0.55 1.09 1.09 1.09 1.09

13 8 8 Mezzanine 0.55 1.09 1.09 1.09 1.0920.33 15.33 7.33 1st 0.55 1.09 1.09 1.09 1.0931.33 26.33 11 2nd 0.64 1.29 1.29 1.29 1.2942.33 37.33 11 3rd 0.72 1.45 1.45 1.45 1.4553.33 48.33 11 4th 0.79 1.58 1.58 1.58 1.5865.83 60.83 12.5 5th 0.86 1.72 1.72 1.72 1.7278.33 73.33 12.5 Roof 0.92 1.83 1.83 1.83 1.83

Q-16 Q-13 P-12 Q-10 Q-8

0.477 0.833 0.674 0.783 0.4640.477 0.833 0.674 0.783 0.4640.477 0.833 0.674 0.783 0.4640.477 0.833 0.674 0.783 0.4640.477 0.833 0.674 0.783 0.4640.477 0.833 0.674 0.783 0.4640.477 0.833 0.674 0.783 0.464

16-M 16-N 16-P 14-Q A5 C5 E5 H7

1.09 1.09 0.75 0.20 0.34 0.68 0.68 0.681.09 1.09 0.75 0.20 0.34 0.68 0.68 0.681.09 1.09 0.75 0.20 0.34 0.68 0.68 0.681.29 1.29 0.88 0.24 0.34 0.68 0.68 0.681.45 1.45 0.99 0.27 0.34 0.68 0.68 0.681.58 1.58 1.08 0.29 0.34 0.68 0.68 0.681.72 1.72 1.17 0.32 0.34 0.68 0.68 0.681.83 1.83 1.25 0.34 0.34 0.68 0.68 0.68

L7 M7 N5 O5 P7 Q8

0.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.340.68 0.68 0.68 0.68 0.68 0.34

Floor IDHeight

Total Drift (EQ)

Elevation X- directionft ft ft Point Load ID in

Roof 78.33 73.33 12.497 3809 14 COMB6 1.2905th Floor 65.833 60.833 12.503 3811 46 COMB6 1.2074th Floor 53.33 48.33 11 3353 11 COMB6 1.0763rd Floor 42.33 37.33 11 3353 11 COMB6 0.8962nd Floor 31.33 26.33 11 3353 11 COMB6 0.6881st Floor 20.33 15.33 15.33 4673 213 COMB6 0.445

Ground Floor 5 0 5 224 COMB6 0.047

Story Height

Total Drift (EQ) Total Drift (Wind) Story Drift Building Drift for Wind Load

Y- direction X- direction Y- direction X- direction Y- direction LimitPoint Load ID in in in in in in

14 COMB10 1.825 0.6857 1.9976 0.0824 0.1214 2.199911 COMB09 1.703 0.6537 1.9048 0.1315 0.218314 COMB09 1.485 0.6018 1.6979 0.1803 0.268914 COMB09 1.216 0.5151 1.4314 0.2077 0.312114 COMB09 0.904 0.407 1.0671 0.2428 0.33421 COMB09 0.570 0.2708 0.7024 0.3985 0.5097

14 COMB08 0.060 0.07 0.0752 0.0465 0.0602

Building Drift for Wind Load Drift Limitation (BNBC- 1.5.6.1)

X- direction Y- direction .03h/R .004h Allowablein in Sec in in in

OK OK

0.751

3.3 3.52 3.3 OK OK3.3 3.52 3.3 OK OK3.3 3.52 3.3 OK OK3.3 3.52 3.3 OK OK3.3 3.52 3.3 OK OK3.3 3.52 3.3 OK OK3.3 3.52 3.3 OK OK

Fundamental Period of Vibration

Remark on Building Drift

X- direction

Y- direction