Minimum Design Loads (NSCP 6th Edition)

DENSITIES: (from NSCP 2010-Table 204.1- Minimum Densities for Design Loads from Materials)

Concrete 24 KN/m3Steel 77.3 KN/m3Masonry Wall 16.5 KN/m3

DEAD LOAD: (from NSCP 2010-Table 204.2- Minimum Design Dead Loads)

Floor and Floor Finish 1.1 KN/m2Ceilings (Plaster on tile or Concrete) 0.24 KN/m2Frame Walls (Windows, Glass, frame & sash) 0.38 KN/m2Covering for Roof (Deck Metal 20 gage) 0.12 KN/m2Metal Deck 0.14 KN/m2Bituminous Gravel Covered 0.26 KN/m2

LIVE LOAD :Dining rooms and restaurant 4.8 KN/m2 (Uniform Load)

Slab thickness 0.15 mWall Thickness 0.15 m

Dead LoadFRAME A B C DSECOND FLOOR

Slab 9.000 18.000 18.000 9.000Floor and Floor Finishes 2.750 5.500 5.500 2.750Ceiling 0.600 1.200 1.200 0.600Wall 7.425 7.425 7.425 7.425Plastering 0.720 0.720 0.720 0.720Steel Deck 0.350 0.700 0.700 0.350Floor Beam 0.499 0.499 0.499 0.499Roof Beam 0.324 0.324 0.324 0.324Column 0.134 0.134 0.134 0.134

TOTAL 21.67 34.37 34.367 21.667`

ROOFSlab 9.00 18.00 18 9Floor and Floor Finishes 2.75 5.5 5.5 2.75Steel Deck 0.35 0.7 0.7 0.35Bituminous Gravel Covered 0.65 1.3 1.3 0.65

TOTAL 12.75 25.50 25.5 12.75

TOTAL DEAD LOAD 366.31 kN/m

Live LoadFRAME A B C D

(from NSCP 2010-Table205.1-Minimum Uniform & Concentrated Live Loads)

SECOND FLOOR 12 24 24 12 TOTAL LIVE LOAD 256.8 kN/m

(from NSCP 2010-Table 204.1- Minimum Densities for Design Loads from Materials)

TRIBUTARY WIDTHA= 2.50B= 5.00C= 5.00D= 2.501= 2.502= 5.003= 4.754= 1.75

1 2 3 4 Ht.(m) ASSUME SECTIONS3.00 Beam Area (in2.) m2

9.000 18.000 17.100 6.300 Grade W14x53 15.6 0.01006452.750 5.500 5.225 1.925 Second W14x34 10 0.00645160.600 1.200 1.140 0.420 Roof W14x22 6.49 0.004187097.425 7.425 7.425 7.4250.720 0.720 0.720 0.720 Column Area (mm2) m20.350 0.700 0.665 0.245 W150x14 1730 0.001730.499 0.499 0.499 0.4990.324 0.324 0.324 0.3240.134 0.134 0.134 0.134

21.667 34.367 33.097 17.857

9 18 17.1 6.32.75 5.5 5.225 1.9250.35 0.7 0.665 0.2450.65 1.235 0.65 0.455

12.75 25.435 23.64 8.925

1 2 3 4

from NSCP 2010-Table205.1-Minimum Uniform & Concentrated Live Loads)

12 24 12 8.4

qz = 0.613KzKztKdV2IV , velocity in m/sI , importance factor that depends upon the nature of the building occupancyKz , the velocity pressure exposure coefficientKzt , a factor that accounts for wind speed increase due to hills and escarpmentskd , a factor that accounts for the diretion of the wind

p = qGCp-qh(Gcpi)q=qz , for winward wall at height z above groundq=qh , for the leeward walls, side walls, and roofz , mean height of the roofG , a wind-gust factor, which depends upon exposureCp , a wall or roof pressure coefficient(Gcpi) , the internal pressure coefficient which depend upon the type of openings in the building

Occupancy Category: IV Surface L/B CpIw 1.00 Windward All Values 0.8

Kzt 1.00 leeward wa 0-1 -0.5Kd 0.85 2 -0.3

V 150.00 >=4 -0.2G 0.85 kph Side Walls All Values -0.7

Cp 0.80 -0.30 -0.70GCPi -0.18 0.18

HEIGHT 6.00 m Windward WallLENGTH 15.00 m -BASE 13.50 m 0.375L/B 1.11 0.406

0.411z(m) Kz qz (kN/m2)0-4.5 0.85 0.769 Leeward Wall

6 0.90 0.814 P -0.355426.3 0.908 0.8217.5 0.94 0.850 Side Wall9 0.60 0.868 P -0.63218

12 1.04 0.941

𝑃_(0−4.5)𝑃_6𝑃_6.3

, the internal pressure coefficient which depend upon the type of openings in the building

Use withqz

qh

qh

+0.671 3.3538493350.701 3.5068493350.706

-0.059720133

-0.336480133 -3.160899335

SEISMIC IMPORTANCE FACTOR IVOccupancy Category: 1 (from Table 208-1)

SEISMIC ZONE FACTOR, Z: 0.4 (from Table 208-3)

SEISMIC COEFFICIENT:Soil Profile Type: (from Table 208-2)

Na: 1 (from Table 208-4)Ca: 0.44 (from Table 208-7)Nv: 1 (from Table 208-5)Cv: 0.64 (from Table 208-8)

EARTHQUAKE-FORCE-RESISTING STRUCTURAL SYSTEMS OF CONCRETE: (from Table 208-11A)Basic Seismic- Force Resisting Systems: C1

R: 8.5Ω: 2.8

FORMULA:T = Ct(hn)^(3/4) Ct= 0.0731

= 0.28 hn= 6

The total design base shear in a given direction shall be determined from the following equation:

V = ((CvI)/RT)(W) W2=

= 1291.540322 W1=

W=

The total design base shear need not exceed the following:

V= ((2.5CaI)/R)(W)

V= 622.08752941

The total design base shear shall not be less than the following:

V= 0.11CaIW

V= 232.660736

In addition, Seismic Zone 4, the total base shear shall also not be less than the following:

V= ((0.8ZNvI)/R)(W)

V= 180.97091765

Choose V= 622.08752941

SD

FRAME A & D

Level hx Δh Wx(kN) Wxhx(kN.m)

2 6 3 170.37 1022.22

1 3 3 294.315 882.945

1905.165

FRAME B & C

Level hx Δh Wx(kN) Wxhx(kN.m)

2 6 3 340.74 2044.44

1 3 3 465.765 1397.295

3441.735

FRAME 1

Level hx Δh Wx(kN) Wxhx(kN.m)

2 6 3 327.0164941998 1962.0989651988

1 3 3 191.25 573.75

2535.8489651988

FRAME 2

Level hx Δh Wx(kN) Wxhx(kN.m)

2 6 3 517.5164941998 3105.09896519881 3 3 372.75 1118.25

4223.3489651988

FRAME 3

Level hx Δh Wx(kN) Wxhx(kN.m)

2 6 3 233.1 1398.61 3 3 376.9664941998 1130.8994825994

2529.4994825994

FRAME 4

Level hx Δh Wx(kN) Wxhx(kN.m)

2 6 3 133.875 803.251 3 3 269.8664941998 809.5994825994

1612.8494825994

Frame Relative® Direct d

1 4 0.25 7.125 50.77

2 4 0.25 2.125 4.52

3 4 0.25 2.875 8.27

4 4 0.25 6.375 40.64

Total 16

A 4 0.25 7.5 56.25

B 4 0.25 2.5 6.25

C 4 1 2.5 6.25

D 4 0.25 7.5 56.25

Total 16

FRAME 1 2 3 4

Level 2 (F) 100.998 123.681 123.681 100.998

Level 1 (F) 69.028 36.166 36.166 69.028

d2

1881.645 kN2925.395 kN4807.040 kN

Wxhx/ΣWxhx Fx(kN) Vx(kN) Mx(kN.m)

0.536551952193117 333.78227834088 333.78227834088 1001.34683502263

0.463448047806883 288.30525107089 622.08752941176 1866.26258823529

Wxhx/ΣWxhx Fx(kN) Vx(kN) Mx(kN.m)

0.594014356131428 369.52892324092 369.52892324092 1108.58676972276

0.405985643868572 252.55860617084 622.08752941176 1866.26258823529

Wxhx/ΣWxhx Fx(kN) Vx(kN) Mx(kN.m)

0.773744411487448 481.33674933839 481.33674933839 1444.01024801516

0.226255588512552 140.75078007338 622.08752941176 1866.26258823529

Wxhx/ΣWxhx Fx(kN) Vx(kN) Mx(kN.m)

0.735221974500665 2.205665923502 2.205665923502 6.616997770505980.264778025499336 0.794334076498 3 9

Wxhx/ΣWxhx Fx(kN) Vx(kN) Mx(kN.m) Ll = 15

0.552915709064606 343.96196742495 343.96196742495 1031.88590227486 0.050.447084290935395 278.12556198681 622.08752941176 1866.26258823529

emax 0.75

Wxhx/ΣWxhx Fx(kN) Vx(kN) Mx(kN.m)

0.498031594805373 309.81924438148 309.81924438148 929.4577331444270.501968405194627 312.26828503029 622.08752941176 1866.26258823529

Torsion Direct+torsion203.06 0.023316 0.273316

18.06 0.006954 0.25695433.06 0.009408 0.256954

162.56 0.020862 0.273316

225.00 0.024543 0.27454325.00 0.008181 0.25818125.00 0.008181 1.008181

225.00 0.024543 0.274543916.750

A B C

94.432 79.989 94.432

76.357 80.622 76.357

Rd2

BUILDING WEIGHTS13.5 13.5 13.5 13.5 15 15

FRAME A B C D 1 2SECOND FLOOR

Slab 121.500 243.000 243.000 121.500 135.000 270.000Floor and Floor Finishes 37.125 74.250 74.250 37.125 41.250 82.500Ceiling 8.100 16.200 16.200 8.100 9.000 18.000Wall 100.238 100.238 100.238 100.238 111.375 111.375Plastering 9.720 9.720 9.720 9.720 10.800 10.800Steel Deck 4.725 9.450 9.450 4.725 5.250 10.500Floor Beam 6.733 6.733 6.733 6.733 7.481 7.481Roof Beam 4.369 4.369 4.369 4.369 4.855 4.855Column 1.805 1.805 1.805 1.805 2.006 2.006

TOTAL 294.315 465.765 465.765 294.315 327.016 517.516`

ROOF

Slab 121.500 243.000 243.000 121.500 135.000 270.000Floor and Floor Finishes 37.125 74.250 74.250 37.125 41.250 82.500Steel Deck 4.725 9.450 9.450 4.725 5.250 10.500Bituminous Gravel Covered 7.020 14.040 14.040 7.020 9.750 9.750

TOTAL 170.370 340.740 340.740 170.370 191.250 372.750

W1 3011.525 kNW2 1953.195 kNWT 4964.720 kN

15 15

3 4

135.000 94.578.375 28.87517.100 6.3

111.375 111.37510.800 10.800

9.975 3.6757.481 7.4814.855 4.8552.006 2.006

376.966 269.866

135.000 94.578.375 28.875

9.975 3.6759.750 6.825

233.100 133.875

SLABMaterial strengths fc' 21 Mpafy 276 Mpaw 24 kN/m^3ESTIMATE THE THICKNESS OF THE FLOORL 5 mh 178.5714 mm L/28 for interior baysh 208.3333 mm L/24for exterior baysuse,h 209 mmCOMPUTE THE UNFACTORED LOADSwd(slab) 5.016 kN/mD 2.4 kN/m^2 super imposed dead loadL 4.8 kN/m^2 live loadwd 7.416 kN/mwl 4.8 kN/mSELECT LOAD AND STRENGTH-REDUCTION FACTORSwu 10.3824 kN/m 1.4wdwu 16.5792 kN/m 1.2wd+1.6wlwu 16.5792 kN/mCHECK WHETHER THE SLAB THICKNESS IS ADEQUATE FOR THE MAXIMUM MOMENTLn 5.3 m The average of the clear spans of the adjacent spansMu 46.57097 kN-m wuLn^2/10 maximum Moment

db 12 mm diameter of barb 1000 mm 1-meter strip rho(min) 0.005072 1.4/fyd 189 mm effective depth 0.004151 (fc')^0.5/4fycc 20 mm clear coverm 15.46218 fy/(0.85fc')Rn 1.448602 Mparho 0.005481use,rho 0.005481As(req.) 1035.87 mm^2no. of Bars 9.159103 BarsUse,nb 10 BarsAs 1130.973 mm^2 provided area of steela 17.48732 mm depth of compression blockΦMn 56.26677 Kn.m Design Flexural StrengthΦMn>Mu checkCHECK WHETHER THE SLAB THICKNESS IS ADEQUATE FOR SHEARVu 50.52511 kN (1.15wuLn)/2 maximum shearΦVc 110.4286 kN Design shear strengthΦVc>Vu checkSPACINGS 627 mm 3hS 450 mmS 109.181 mm As(b)*b/As(req.) OK

Φ0.17λ(fc')^0.5bd

use, S 105 mm

The average of the clear spans of the adjacent spans

(fc')^0.5/4fy

SQUARE FOOTING

DL 287.1262 kNLL 133.344 kN

Service Surcharge 4.8 kN/m^2Ave. weight of soil and Concrete above footing base 20.435 kN/m^3

qa 215.657 kN/m^2column b 300column h 300 mm

Depth of Footing 1.5 mfooting thickness 300 mm

cc 75 mm f'c = 28db 20 mm fy = 414

q 35.4525 kN/m^2qu 180.2045 kN/m^2

Req'd Base area of Footing 2.333295 m^2 b 1.527513use 1.55

Pu 557.9018 kNqs 232.2172 kN/m^2

VcAssume d 205 mm λ(f'c)^0.5*bd

TA 0.651 mfor 1 way shear

Vu 151.1734 kNφ Vc 238.1948 OK

for two way shearTA 2.147475 mVu 498.6807

φVc 547.8028 OK

Design of Footing Reinforcement Mu 130.0271Rn 2.217951m 17.39496

Rho 0.005633As 1790.008 mm^2

rho min 0.003195 0.003382 mpare As and As minAs min 1015.323 1074.517 use the largest 1074.517

diameter of bars 16 mm As1 201.0619

no of bars 8.90277 use N= 9 barsmin clear cover 75 mm

Spacing 173 mmProvided As 1809.557

clear spacing 157 mm

m beta C 1 interior edge Cornerm Alpha S 40 40 30 20

Bo 2.02 mλ 1 normal sand light all light

1 0.85 0.7min of 0.333333

0.5 use 0.3333330.50495

in both direction