STRUCTURAL CALCULATION · 2012-02-20 · SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 6 of 98 2.3 Wind Load Calculation using Standard Method

JOB No. JGC DOC. No. REV.

0-3757 C-30-134A-101 D1 PROJECT No. DOC No.

P 5040 SML T-13.927.030

DATE 13-AUG-2007 SHEET 1 of 98

PREP’D R. QUIJANO

CHK’D M. RODRIGUEZ

APP’D T. KARIBE

REV. DATE PAGE DESCRIPTION PREP’D CHK’D APP’D

07-JUN-07 ALL RELEASED FOR CONSTRUCTION R.Q. M.R. T.K.

13-AUG-07 ALL PAGES REVISED (PP. 2,11,12,29-35,71-98) R.Q. M.R. T.K.

DISTRIBUTION SGSI 1 SMDS (M) BOC 1 JCMB (KL) JGC/JCMB BINTULU SITE

PM EM 1 PJE CE PROCESS HSE-HAZOP HSE-NOISE HSE-FIRE CIVIL 1 EQUIPMENT ROTARY COMBUSTION PACKAGE BUILDING 1 PIPING INSTRUMENT ELECTRICAL PAINT/INSU PPM PURCH-EQ PURCH-P PURCH-E PURCH-I EXPED’G-EQ EXPED’G-P SHIPPING CONST SUBCON QA QC ADMI (C/F) DHT VENDOR

CALCULATION SHEET

HPS PROJECT

D

D1

STRUCTURAL CALCULATION

FOR SUBSTATION 261

SHELL GLOBAL SOLUTIONS INTERNATIONAL B.V.

HPS PROJECT

RELEASED

_____

| |

| |

_____INDRA

14-AUG-2007

SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 2 of 98

INDEX 1. DESIGN CRITERIA………………..…………………………………………........…………………………..…3

1.1 Introduction…………………………………………………………………………………………………...….3 1.2 Structural Synopsis………………………………………………………………………………………….…..3 1.3 Relevant Specification……………………………………………………………………………………….....3 1.4 Allowable Soil Bearing Capacity……………………………………………………………………………....3 1.5 Foundation Stability……………………………………………………………………………………………..3 1.6 Material Parameters………………………………………………………………………………………….....3 1.7 Minimum Concrete Cover for Formed Concrete………………………………………………………….....4 1.8 Software Package……………………………………………………………………………………………....4

2. DESIGN LOADS………………………………………………………………………………………………......5 2.1 Dead Load, D………………………………………………………………………………………..………......5 2.2 Live Load & Roof Live Load, L & Lr……………………………………………………………………….......5 2.3 Wind Load, W……………………………………………………………………………………………………6 2.4 Earthquake Load, S………………………………………………………………………………………….....7

2.4.1 Weight of Building per Level………………………………………………………………………….....7 2.4.2 Design Base Shear, V…………………………………………………………………………..………..7 2.4.3 Distribution of Shear Force per Story Level……………………………………………………………7 2.4.4 Vertical Earthquake Load………………………………………………………………………………...7

2.5 Load Combinations……………………………………………………………………………………………...8 3. STRUCTURAL MODEL……………………………….………………………………………………………...10

3.1 Geometry, Joints, & Member Connectivity………………………………………………………………….10 3.2 Load Diagram…………………………………………………………………………………………………..16

3.2.1 Dead Loads………………………………………………………………………………………………16 3.2.2 Live Loads………………………………………………………………………………………………..18 3.2.3 Wind Loads………………………………………………………………………………………………19 3.2.4 Earthquake Loads……………………………………………………………………………………….23

3.3 Input Data (Structure)………………………………………………………………………………………….24 4. CONCRETE DESIGN………………………………………………………………………………...………….29

4.1 Summary of Concrete Design…………………………………………………………………………………..29 4.1.1 Foundation Plan…………………………………………………………………………………………29 4.1.2 Framing Plan EL + 100….……………………………………………………………………………...33 4.1.3 Framing Plan EL + 2,440…………...…………………………………………………………………..34 4.1.4 Framing Plan EL + 6,200…………………………...…………………………………………………..35 4.1.5 Member List……………………………………………………………………………………………...36

4.2 Foundation Analysis & Design…………………………………………………………………………………..42 Reference Tables for Footing Design…………………………………………………………………………..62

4.3 Beam & Column Design…………………………………………………………………………………………63 4.4 Slab Design……………………………………………………………………………………………………….71

_____

| |

| |

_____INDRA

14-AUG-2007


1. DESIGN CRITERIA

1.1 Introduction

This structural calculation covers the design of Substation 261 for SMDS HPS Project located in Bintulu, Malaysia.

1.2 Structural Synopsis

Building Name: Substation 261 Frame: Reinforced Concrete (RC) Frame Floor: Reinforced Concrete (RC) Slab Roof: Reinforced Concrete (RC) Slab External Wall: Brick Wall Foundation: Isolated Spread Footings

1.3 Relevant Specifications, Codes & Standards

S-00-1310-001 Detailed Engineering Design Data for General Civil, Concrete

Foundation & Structure S-00-1220-001 Basic Engineering Design Data (BEDD) DEP 34.19.20.31-GEN Reinforced Concrete Foundations and Structures BS 6399-2: 1997 Code of Practice for Wind Loads BS 8110-1: 1997 Reinforced Concrete Structural Design UBC97 Earthquake Load

1.4 Allowable Soil Bearing Capacity

Net Allowable Soil Bearing Capacity qnet = 75 kPa for loading combinations considering long term loads qnet = 1.33 x 75kPa = 99.75 kPa for loading combinations considering transient loads

Ground Water Level: n.a.

1.5 Foundation Stability

Minimum Safety of Factors against overturning and sliding.

Condition Overturning Sliding Operation without wind 1.5 1.5 Operation with wind 1.5 1.5 Earthquake 1.25 1.25

Friction coefficient between concrete foundation and soil is 0.50.

1.6 Material Parameters (based on S-00-1310-001) Specified Compressive Strength of Concrete at 28th day, f’cu = 30 MPa Specified Yield Strength of Reinforcing Bars, fy = 460 MPa Modulus of Elasticity of Steel, Es = 200000 MPa Unit Weights

Plain Concrete : 23 kN/m3 Reinforced Concrete : 23.5 kN/m3 Sand-Cement Mortar : 20.4 kN/m3 Earth: 17.60 kN/m3

_____

| |

| |

_____INDRA

14-AUG-2007


Table of Deformed Bars

Bar Size No. Nominal Diameter (db) (mm)

Area (mm2)

Unit Mass (kg/m)

φ 10 10 78.54 0.62 φ 12 12 113.1 0.89 φ 16 16 201.1 1.58 φ 20 20 314.2 2.47 φ 25 25 490.9 3.85

Minimum Concrete Cover for Formed Concrete

Concrete exposed to earth : 75 mm Exposed to weather or water : 50 mm Not exposed to weather or in contact with the ground: Slabs, Walls, Beams, Girders, Columns : 40 mm In contact with or above sea water:

Underside and sides of slabs : 75 mm Top side of slab : 50 mm Beams : 75 mm

1.7 Software Package

SAP2000, Version 11.0.3, Computer and Structures, Inc, Berkeley, CA, USA

_____

| |

| |

_____INDRA

14-AUG-2007


2. DESIGN LOADS

2.1 Dead Load, D

· Roof SlabLOAD

(KN/m²)130mm ave. thk. Mortar for Roof Slope 2.6560mm thk. Screed Concrete 1.38Lighting Fixtures 0.1050mm Thk. Rigid Polystyrene Insulation (double ply) 0.10Water Proofing 0.10150mm thk. RC Slab 3.53

∑ Including RC Slab = 7.86∑ Excluding RC Slab = 4.33

· Floor Slab (Switchgear Room)LOAD

(KN/m²)60mm thk. Screed Concrete 1.38200mm thk. RC Slab 4.70

∑ Including RC Slab = 6.08∑ Excluding RC Slab = 1.38

Operating Weight of electrical equipment(static) 4.00· Wall

LOAD(KN/m²)

230mm Thk. Brick Wall 4.70Plaster 0.80

5.50

2.2 Live Load (Imposed Load)

· Roof SlabLOAD

(KN/m²)For inspection & repair only 1.00

· Floor Slab (Switchgear Room)LOAD

(KN/m²)Electrical Equipment Room 3.00Landing(Equipment Access and Maintenance) 5.00Landing(Personal Access) 3.00Stairs 3.00

COMPONENT

COMPONENT

COMPONENT

COMPONENT

COMPONENT

_____

| |

| |

_____INDRA

14-AUG-2007


2.3 Wind Load Calculation using Standard Method

As per BS 6399-2:1997

1. Dynamic augmentation factor, Cr

Kb = 1.00 (Table 1) H = 6.80 mCr = 0.015 (Figure 3)

∴ BS 6399 is applicable2. Basic Wind Speed, Vb

Vb = 24 m/s

3. Site Wind Speed, Vs (section 2.2.2)Sa = 1.023 Ss = 1.000Sd = 1.000 Sp = 1.000

Vs = 24.55 m/s

4. Standard Effective Wind Speed, Ve (Section 2.2.3)Sb = 1.68Ve = 41.25 m/s

5. Dynamic Pressure, qs (Section 2.1.2)qs =

6. Wind Load, p

p = pe - pi

pe = qsCpeCa Section 2.1.3pi = qsCpiCa

Where,p = net pressure p acting across as surface (N/m²)pe = External surface pressure (N/m²)pi = Internal surface pressure (N/m²)Cpe = External pressure coefficient given in 2.4 and 2.5Cpi = Internal pressure coefficient given in 2.6Ca = size effect factor defined in 2.1.3.4

Along x-direction:

1 2 3 4 5 qs(1*2-3*5) qs(1*2-4*5)Cpe Ca (+Cpi) (-Cpi) Ca p(+Cpi) p(-Cpi)

Windward 0.85 0.95 0.2 -0.3 0.85 0.66 1.11Leeward -0.50 0.95 0.2 -0.3 0.85 -0.67 -0.23Side Wall -1.3 0.95 0.2 -0.3 0.85 -1.47 -1.02Roof -0.7 0.95 0.2 -0.3 0.85 -0.87 -0.43

Along y-direction:

1 2 3 4 5 qs(1*2-3*5) qs(1*2-4*5)Cpe Ca (+Cpi) (-Cpi) Ca p(+Cpi) p(-Cpi)

Windward 0.82 0.95 0.2 -0.3 0.85 0.64 1.08Leeward -0.50 0.95 0.2 -0.3 0.85 -0.67 -0.23Side Wall -1.3 0.95 0.2 -0.3 0.85 -1.47 -1.02Roof -0.7 0.95 0.2 -0.3 0.85 -0.87 -0.43

Location

1.043 kN/m²

Location

KN/m²External Pressure Internal Pressure

External Pressure Internal Pressure KN/m²

_____

| |

| |

_____INDRA

14-AUG-2007


2.4 Earthquake Load, E (Based on UBC 1997)2.4.1 Design Base Shear, V

Width Height/Thickness Unit Wt. Qty Wt.(m) (m) KN/m³ pcs KN

Slab 7.40 0.15 11 23.50 286.94RG1 0.35 0.60 6.4 23.50 2 63.17RG2 0.40 0.70 9 23.50 2 118.44RB1 0.35 0.60 6.4 23.50 2 63.17Column 0.50 0.60 1.85 23.50 4 52.17

KN/m²Parapet(N,E,W Side) 1.20 27.8 2.82 94.08Parapet(South Side) 0.60 9 2.82 15.23Wall 1.15 30.8 5.50 194.81Superimposed Dead Load 7.40 11 4.33 352.46

1,240.46Slab 6.40 0.20 9 23.50 270.72Landing (North side) 3.00 0.20 3.5 23.50 49.35Landing (West side) 3.00 0.20 2 23.50 28.201G1 0.35 0.70 6.4 23.50 3 110.541G2 0.35 0.60 9 23.50 2 88.831G3 0.40 0.40 3 23.50 1 11.281G4 0.35 0.40 2 23.50 1 6.58

Switchgear Column(Grid A,C) 0.50 0.60 3.1 23.50 4 87.42Room Column(Grid B) 0.50 0.50 1.25 23.50 2 14.69

Column(Grid 1a) 0.35 0.40 1.25 23.50 1 4.11KN/m²

Superimposed Dead Load 6.40 9 1.38 79.49Electrical Equipment 6.40 9 4.00 230.40Live Load (25%) 6.40 9 0.75 43.20Stair(Personal Access) 0.00 0.00Stair(Equipment Access) 0.00 0.00Wall 1.85 30.8 5.50 313.39

1,338.202,578.66

Given: (as per UBC 1997)

Ct = 0.0731hn = 6.20 m

Period, T

T = Ct (hn)3/4 = 0.29

Total Design Base ShearV = 0.05 * ( Total Weight, W ) = 128.93 kN

2.4.2 Vertical Distribution of the Force (as per UBC 97, Section 1630.5)

= 128.93 kN

Ft = 0.07TV = 0 < 0.25 VFt = 0 when T is 0.7 second or less

Floor Level hx Wx Wxhx Fx(kN)1 2.50 1,338.20 3,345.51 39.082 6.20 1,240.46 7,690.83 89.85

Σ Wihi = 11,036.33 128.93

Story LengthMember

Weight of Building

TOTAL WEIGHT (W) =∑ =

∑ =

Roof

∑=

+=n

1iit FFV

∑=

⋅

⋅⋅−= n

1iii

xxix

hw

hw)FV(F

_____

| |

| |

_____INDRA

14-AUG-2007


2.5 Load Combination

Basic Load No.

1 a2 b3 g4 hx

5 hy

6 nx

7 ny

Load Basic Scale Load Basic ScaleComb Load No. Factor Comb Load No. Factor

1 1.0 1 1.02 1.0 2 1.03 1.0 6 1.01 1.0 1 1.02 1.0 2 1.04 1.0 6 -1.01 1.0 1 1.02 1.0 2 1.04 1.0 7 1.01 1.0 1 1.02 1.0 2 1.05 1.0 7 -1.01 1.0 1 1.02 1.0 2 1.05 1.0 3 1.01 1.0 6 1.02 1.0 1 1.03 1.0 2 1.04 1.0 3 1.01 1.0 6 -1.02 1.0 1 1.03 1.0 2 1.04 1.0 3 1.01 1.0 7 1.02 1.0 1 1.03 1.0 2 1.05 1.0 3 1.01 1.0 7 -1.02 1.03 1.05 1.0

Earthquake Load at x directionEarthquake Load at y direction

Operating wt. of electrcal & HVAC equipmentLive Load (Imposed Loads)Wind Load at x directionWind Load at y direction

a + b + g

a + b + g + hx+

a + b + hx+

a + b + hx-

a + b + nx

113 a + b - ny

115 a + b + g - nx

114

Load Name

101

Load Case

SERVICE LOAD COMBINATION

106

102

Load TypeDead Load (Weight of Structure Proper)

103

104 a + b + hy+

105 a + b + hy-

107 a + b + g + hx-

108 a + b + g + hy+

109 a + b + g + hy-

117 a + b + g - ny

SERVICE LOAD COMBINATION

Load Case

116 a + b + g + ny

111 a + b - nx

112 a + b + ny

110

a + b + g + nx

_____

| |

| |

_____INDRA

14-AUG-2007


Load Basic Scale Load Basic ScaleComb Load No. Factor Comb Load No. Factor

1 1.4 1 1.42 1.4 2 1.43 1.6 6 1.41 1.4 1 1.42 1.4 2 1.44 1.4 6 -1.41 1.4 1 1.42 1.4 2 1.44 1.4 7 1.41 1.4 1 1.42 1.4 2 1.45 1.4 7 -1.41 1.4 1 1.02 1.4 2 1.05 1.4 6 1.41 1.0 1 1.02 1.0 2 1.04 1.4 6 -1.41 1.0 1 1.02 1.0 2 1.04 1.4 7 1.41 1.0 1 1.02 1.0 2 1.05 1.4 7 -1.41 1.0 1 1.22 1.0 2 1.25 1.4 3 1.21 1.2 6 1.22 1.2 1 1.23 1.2 2 1.24 1.2 3 1.21 1.2 6 -1.22 1.2 1 1.23 1.2 2 1.24 1.2 3 1.21 1.2 7 1.22 1.2 1 1.23 1.2 2 1.25 1.2 3 1.21 1.2 7 -1.22 1.23 1.25 1.2

ULTIMATE LOAD COMBINATION ULTIMATE LOAD COMBINATION

Load CaseLoad Case

201 a + b + g

202 a + b + hx+

210 a + b + g + hx+

208 a + b + hy+

209 a + b + hy-

214 a + b + nx

218 a + b + nx

216 a + b + ny

217 a + b - ny

207 a + b + hx-

203 a + b + hx-

204 a + b + hy+

206 a + b + hx+

213 a + b + g + hy-

215 a + b - nx

211 a + b + g + hx-

212 a + b + g + hy+

205 a + b + hy-

219 a + b - nx

220 a + b + ny

221 a + b - ny

223 a + b + g - nx

222 a + b + g + nx

224 a + b + g + ny

225 a + b + g - ny

_____

| |

| |

_____INDRA

14-AUG-2007


3. STRUCTURAL MODEL

3.1 Geometry, Joints, and Member Connectivity

3D VIEW

FOUNDATION PLAN

_____

| |

| |

_____INDRA

14-AUG-2007


PLAN (EL + 100)

PLAN (EL + 2,440)

____

_

| |

| |

_____INDRA

14-AUG-2007


PLAN (EL + 6,200)

GRID 1a

_____

| |

| |

_____INDRA

14-AUG-2007


GRID 1

GRID 2

_____

| |

| |

_____INDRA

14-AUG-2007


GRID A

GRID B ____

_

| |

| |

_____INDRA

14-AUG-2007


GRID C ____

_

| |

| |

_____INDRA

14-AUG-2007


3.2 Load Diagram

3.2.1 Dead Load

Frame Dead Load

_____

| |

| |

_____INDRA

14-AUG-2007


Area Dead Load (Superimposed Load)

Area Dead Load (Equipment Load) _____

| |

| |

_____INDRA

14-AUG-2007


3.2.2 Live Load (Imposed Load)

Frame Live Load

Area Live Load

_____

| |

| |

_____INDRA

14-AUG-2007


3.2.3 Wind Loads

Wind Load along +X Direction

( Windward, Leeward, Sidewall )

( Roof ) ____

_

| |

| |

_____INDRA

14-AUG-2007


Wind Load along -X Direction


( Roof )

_____

| |

| |

_____INDRA

14-AUG-2007


Wind Load along +Y Direction


( Roof )

_____

| |

| |

_____INDRA

14-AUG-2007


Wind Load along -Y Direction


( Roof )

____

_

| |

| |

_____INDRA

14-AUG-2007


3.2.4 Earthquake Loads

Earthquake Load along X Direction

Earthquake Load along Y Direction _____

| |

| |

_____INDRA

14-AUG-2007


3.3 Input Data (Structure)

TABLE: Connectivity - FrameFrame JointI JointJ Length Frame JointI JointJ LengthText Text Text m Text Text Text m

1 1 2 1.2 108 40 126 1.52 2 3 2.5 109 126 37 1.53 4 5 1.2 110 41 128 14 35 104 3.7 111 128 40 15 7 8 1.2 112 12 129 16 8 9 2.5 113 129 37 17 10 11 1.2 114 6 68 1.68 11 12 2.5 115 68 74 1.89 13 14 1.2 116 74 78 1.511 16 17 1.2 117 78 15 1.512 17 18 2.5 118 3 84 1.613 2 11 6.4 119 84 41 1.814 6 103 1.5 120 41 92 1.515 103 104 1.5 121 92 12 1.517 8 17 6.4 122 23 22 1.619 2 5 4.5 123 22 39 1.621 5 8 4.5 124 39 48 1.623 11 14 4.5 125 48 25 1.625 14 17 4.5 126 24 62 1.631 3 23 3.7 127 62 64 1.632 9 24 3.7 128 64 66 1.633 12 25 3.7 129 66 26 1.634 18 26 3.7 130 42 54 1.641 5 6 2.5 131 54 56 1.642 14 15 2.5 132 56 58 1.649 34 6 1.75 133 58 43 1.650 6 33 1.75 134 44 36 1.673 24 155 1 135 36 47 1.674 42 151 1 136 47 50 1.675 44 148 1 137 50 45 1.676 23 144 1 138 23 28 1.577 24 98 1 139 28 44 1.578 26 106 1 140 44 53 1.579 23 19 1 141 53 42 1.580 25 88 1 142 42 61 1.582 98 107 1 143 61 24 1.583 107 155 1 144 25 51 1.587 144 89 1 145 51 45 1.588 9 73 1.6 146 45 59 1.589 73 77 1.8 147 59 43 1.590 77 81 1.5 148 43 67 1.591 81 18 1.5 149 67 26 1.592 12 95 1.5 150 89 19 193 95 96 1.25 152 106 101 1.694 96 15 1.75 153 101 100 1.695 15 82 1.75 154 100 99 1.696 82 83 1.25 155 99 98 1.697 83 18 1.5 156 155 153 1.598 30 104 1.75 157 153 151 1.599 104 32 1.75 158 151 149 1.5100 32 105 1.5 159 149 148 1.5101 105 33 1.5 160 148 146 1.5102 30 102 1.5 161 146 144 1.5103 102 34 1.5 162 19 20 1.6104 3 86 1.5 163 20 21 1.6105 86 34 1.25 164 21 70 1.6106 33 72 1.25 165 70 88 1.6107 72 9 1.5

____

_

| |

| |

_____INDRA

14-AUG-2007


TAB

LE:

Fram

e Se

ctio

n Pr

oper

ties

01 -

Gen

eral

Sect

ionN

ame

Mat

eria

lSh

ape

t3t2

Area

Tors

Con

stI3

3I2

2AS

2AS

3Te

xtTe

xtTe

xtm

mm

mm

m2

mm

4m

m4

mm

4m

m2

mm

21G

1C

onc

Rec

tang

ular

700

350

2450

0068

6926

7253

1000

0000

000

2501

0416

6720

4166

.67

2041

66.6

71G

2C

onc

Rec

tang

ular

600

350

2100

0054

5409

4768

6300

0000

0021

4375

0000

1750

0017

5000

1G3

Con

cR

ecta

ngul

ar40

040

016

0000

3605

3333

3321

3333

3333

2133

3333

3313

3333

.33

1333

33.3

31G

4C

onc

Rec

tang

ular

400

350

1400

0027

1929

0961

1866

6666

6714

2916

6667

1166

66.6

711

6666

.67

C1

Con

cR

ecta

ngul

ar50

060

030

0000

1240

0000

000

6250

0000

0090

0000

0000

2500

0025

0000

C2

Con

cR

ecta

ngul

ar50

050

025

0000

8802

0833

3352

0833

3333

5208

3333

3320

8333

.33

2083

33.3

3C

3C

onc

Rec

tang

ular

350

400

1400

0027

1929

0961

1429

1666

6718

6666

6667

1166

66.6

711

6666

.67

RB

1C

onc

Rec

tang

ular

600

350

2100

0054

5409

4768

6300

0000

0021

4375

0000

1750

0017

5000

RG

1C

onc

Rec

tang

ular

600

350

2100

0054

5409

4768

6300

0000

0021

4375

0000

1750

0017

5000

RG

2C

onc

Rec

tang

ular

700

400

2800

0096

0510

0097

1143

0000

000

3733

3333

3323

3333

.33

2333

33.3

3TB

1C

onc

Rec

tang

ular

500

300

1500

0028

1737

0800

3125

0000

0011

2500

0000

1250

0012

5000

TB2

Con

cR

ecta

ngul

ar50

030

015

0000

2817

3708

0031

2500

0000

1125

0000

0012

5000

1250

00

Sect

ionN

ame

S33

S22

Z33

Z22

R33

R22

Con

cCol

Con

cBea

mTo

talW

tTo

talM

ass

Text

mm

3m

m3

mm

3m

m3

mm

mm

Yes/

No

Yes/

No

KN

KN

-s2/

mm

1G1

2858

3333

1429

1666

.742

8750

0021

4375

0020

2.07

310

1.03

6N

oYe

s11

0.54

40.

0112

721G

221

0000

0012

2500

0031

5000

0018

3750

0017

3.20

510

1.03

6N

oYe

s88

.83

0.00

9058

1G3

1066

6667

1066

6666

.716

0000

0016

0000

0011

5.47

115.

47N

oYe

s11

.28

0.00

115

1G4

9333

333

8166

666.

6714

0000

0012

2500

0011

5.47

101.

036

No

Yes

6.58

0.00

0671

C1

2500

0000

3000

0000

3750

0000

4500

0000

144.

338

173.

205

Yes

No

208.

680.

0212

79C

220

8333

3320

8333

33.3

3125

0000

3125

0000

144.

338

144.

338

Yes

No

43.4

750.

0044

33C

381

6666

793

3333

3.33

1225

0000

1400

0000

101.

036

115.

47Ye

sN

o12

.173

0.00

1241

RB

121

0000

0012

2500

0031

5000

0018

3750

0017

3.20

510

1.03

6N

oYe

s63

.168

0.00

6441

RG

121

0000

0012

2500

0031

5000

0018

3750

0017

3.20

510

1.03

6N

oYe

s63

.168

0.00

6441

RG

232

6666

6718

6666

66.7

4900

0000

2800

0000

202.

073

115.

47N

oYe

s11

8.44

0.01

2078

TB1

1250

0000

7500

000

1875

0000

1125

0000

144.

338

86.6

03N

oYe

s86

.01

0.00

8771

TB2

1250

0000

7500

000

1875

0000

1125

0000

144.

338

86.6

03N

oYe

s22

.56

0.00

23

TAB

LE:

Area

Sec

tion

Prop

ertie

sSe

ctio

nM

ater

ial

Mat

Angl

eAr

eaTy

peTy

peTh

ickn

ess

Ben

dThi

ckTo

talW

tTo

talM

ass

Text

Text

Deg

rees

Text

Text

mm

mm

KNK

N-s

2/m

m1S

1C

onc

0Sh

ell

Shel

l-Thi

n20

020

027

0.72

0.02

7606

1S2

Con

c0

Shel

lSh

ell-T

hin

200

200

77.5

50.

0079

08R

CS1

Con

c0

Shel

lSh

ell-T

hin

150

150

83.8

950.

0085

55R

S1

Con

c0

Shel

lSh

ell-T

hin

150

150

203.

040.

0207

04

_____

| |

| |

_____INDRA

14-AUG-2007

SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 26 of 98 TABLE: Joint Coordinates

Joint CoordSys CoordType XorR Y Z SpecialJt GlobalX GlobalY GlobalZText Text Text m m m Yes/No m m m

1 GLOBAL Cartesian -3.2 -4.5 -1.2 No -3.2 -4.5 -1.22 GLOBAL Cartesian -3.2 -4.5 0 No -3.2 -4.5 03 GLOBAL Cartesian -3.2 -4.5 2.5 No -3.2 -4.5 2.54 GLOBAL Cartesian -3.2 0 -1.2 No -3.2 0 -1.25 GLOBAL Cartesian -3.2 0 0 No -3.2 0 06 GLOBAL Cartesian -3.2 0 2.5 No -3.2 0 2.57 GLOBAL Cartesian -3.2 4.5 -1.2 No -3.2 4.5 -1.28 GLOBAL Cartesian -3.2 4.5 0 No -3.2 4.5 09 GLOBAL Cartesian -3.2 4.5 2.5 No -3.2 4.5 2.5

10 GLOBAL Cartesian 3.2 -4.5 -1.2 No 3.2 -4.5 -1.211 GLOBAL Cartesian 3.2 -4.5 0 No 3.2 -4.5 012 GLOBAL Cartesian 3.2 -4.5 2.5 No 3.2 -4.5 2.513 GLOBAL Cartesian 3.2 0 -1.2 No 3.2 0 -1.214 GLOBAL Cartesian 3.2 0 0 No 3.2 0 015 GLOBAL Cartesian 3.2 0 2.5 No 3.2 0 2.516 GLOBAL Cartesian 3.2 4.5 -1.2 No 3.2 4.5 -1.217 GLOBAL Cartesian 3.2 4.5 0 No 3.2 4.5 018 GLOBAL Cartesian 3.2 4.5 2.5 No 3.2 4.5 2.519 GLOBAL Cartesian -3.2 -5.5 6.2 No -3.2 -5.5 6.220 GLOBAL Cartesian -1.6 -5.5 6.2 No -1.6 -5.5 6.221 GLOBAL Cartesian 0 -5.5 6.2 No 0 -5.5 6.222 GLOBAL Cartesian -1.6 -4.5 6.2 No -1.6 -4.5 6.223 GLOBAL Cartesian -3.2 -4.5 6.2 No -3.2 -4.5 6.224 GLOBAL Cartesian -3.2 4.5 6.2 No -3.2 4.5 6.225 GLOBAL Cartesian 3.2 -4.5 6.2 No 3.2 -4.5 6.226 GLOBAL Cartesian 3.2 4.5 6.2 No 3.2 4.5 6.227 GLOBAL Cartesian -1.6 -3 6.2 No -1.6 -3 6.228 GLOBAL Cartesian -3.2 -3 6.2 No -3.2 -3 6.230 GLOBAL Cartesian -6.2 -1.75 2.5 No -6.2 -1.75 2.532 GLOBAL Cartesian -6.2 1.75 2.5 No -6.2 1.75 2.533 GLOBAL Cartesian -3.2 1.75 2.5 No -3.2 1.75 2.534 GLOBAL Cartesian -3.2 -1.75 2.5 No -3.2 -1.75 2.535 GLOBAL Cartesian -6.2 0 -1.2 No -6.2 0 -1.236 GLOBAL Cartesian -1.6 -1.5 6.2 No -1.6 -1.5 6.237 GLOBAL Cartesian 3.2 -6.5 2.5 No 3.2 -6.5 2.539 GLOBAL Cartesian 0 -4.5 6.2 No 0 -4.5 6.240 GLOBAL Cartesian 0.2 -6.5 2.5 No 0.2 -6.5 2.541 GLOBAL Cartesian 0.2 -4.5 2.5 No 0.2 -4.5 2.542 GLOBAL Cartesian -3.2 1.5 6.2 No -3.2 1.5 6.243 GLOBAL Cartesian 3.2 1.5 6.2 No 3.2 1.5 6.244 GLOBAL Cartesian -3.2 -1.5 6.2 No -3.2 -1.5 6.245 GLOBAL Cartesian 3.2 -1.5 6.2 No 3.2 -1.5 6.246 GLOBAL Cartesian 0 -3 6.2 No 0 -3 6.247 GLOBAL Cartesian 0 -1.5 6.2 No 0 -1.5 6.248 GLOBAL Cartesian 1.6 -4.5 6.2 No 1.6 -4.5 6.249 GLOBAL Cartesian 1.6 -3 6.2 No 1.6 -3 6.250 GLOBAL Cartesian 1.6 -1.5 6.2 No 1.6 -1.5 6.251 GLOBAL Cartesian 3.2 -3 6.2 No 3.2 -3 6.252 GLOBAL Cartesian -1.6 0 6.2 No -1.6 0 6.253 GLOBAL Cartesian -3.2 0 6.2 No -3.2 0 6.254 GLOBAL Cartesian -1.6 1.5 6.2 No -1.6 1.5 6.255 GLOBAL Cartesian 0 0 6.2 No 0 0 6.256 GLOBAL Cartesian 0 1.5 6.2 No 0 1.5 6.257 GLOBAL Cartesian 1.6 0 6.2 No 1.6 0 6.2

_____

| |

| |

_____INDRA

14-AUG-2007


58 GLOBAL Cartesian 1.6 1.5 6.2 No 1.6 1.5 6.259 GLOBAL Cartesian 3.2 0 6.2 No 3.2 0 6.260 GLOBAL Cartesian -1.6 3 6.2 No -1.6 3 6.261 GLOBAL Cartesian -3.2 3 6.2 No -3.2 3 6.262 GLOBAL Cartesian -1.6 4.5 6.2 No -1.6 4.5 6.263 GLOBAL Cartesian 0 3 6.2 No 0 3 6.264 GLOBAL Cartesian 0 4.5 6.2 No 0 4.5 6.265 GLOBAL Cartesian 1.6 3 6.2 No 1.6 3 6.266 GLOBAL Cartesian 1.6 4.5 6.2 No 1.6 4.5 6.267 GLOBAL Cartesian 3.2 3 6.2 No 3.2 3 6.268 GLOBAL Cartesian -1.6 0 2.5 No -1.6 0 2.569 GLOBAL Cartesian -1.6 1.75 2.5 No -1.6 1.75 2.570 GLOBAL Cartesian 1.6 -5.5 6.2 No 1.6 -5.5 6.271 GLOBAL Cartesian -1.6 3 2.5 No -1.6 3 2.572 GLOBAL Cartesian -3.2 3 2.5 No -3.2 3 2.573 GLOBAL Cartesian -1.6 4.5 2.5 No -1.6 4.5 2.574 GLOBAL Cartesian 0.2 0 2.5 No 0.2 0 2.575 GLOBAL Cartesian 0.2 1.75 2.5 No 0.2 1.75 2.576 GLOBAL Cartesian 0.2 3 2.5 No 0.2 3 2.577 GLOBAL Cartesian 0.2 4.5 2.5 No 0.2 4.5 2.578 GLOBAL Cartesian 1.7 0 2.5 No 1.7 0 2.579 GLOBAL Cartesian 1.7 1.75 2.5 No 1.7 1.75 2.580 GLOBAL Cartesian 1.7 3 2.5 No 1.7 3 2.581 GLOBAL Cartesian 1.7 4.5 2.5 No 1.7 4.5 2.582 GLOBAL Cartesian 3.2 1.75 2.5 No 3.2 1.75 2.583 GLOBAL Cartesian 3.2 3 2.5 No 3.2 3 2.584 GLOBAL Cartesian -1.6 -4.5 2.5 No -1.6 -4.5 2.585 GLOBAL Cartesian -1.6 -3 2.5 No -1.6 -3 2.586 GLOBAL Cartesian -3.2 -3 2.5 No -3.2 -3 2.587 GLOBAL Cartesian -1.6 -1.75 2.5 No -1.6 -1.75 2.588 GLOBAL Cartesian 3.2 -5.5 6.2 No 3.2 -5.5 6.289 GLOBAL Cartesian -4.2 -5.5 6.2 No -4.2 -5.5 6.290 GLOBAL Cartesian 0.2 -3 2.5 No 0.2 -3 2.591 GLOBAL Cartesian 0.2 -1.75 2.5 No 0.2 -1.75 2.592 GLOBAL Cartesian 1.7 -4.5 2.5 No 1.7 -4.5 2.593 GLOBAL Cartesian 1.7 -3 2.5 No 1.7 -3 2.594 GLOBAL Cartesian 1.7 -1.75 2.5 No 1.7 -1.75 2.595 GLOBAL Cartesian 3.2 -3 2.5 No 3.2 -3 2.596 GLOBAL Cartesian 3.2 -1.75 2.5 No 3.2 -1.75 2.598 GLOBAL Cartesian -3.2 5.5 6.2 No -3.2 5.5 6.299 GLOBAL Cartesian -1.6 5.5 6.2 No -1.6 5.5 6.2

100 GLOBAL Cartesian 0 5.5 6.2 No 0 5.5 6.2101 GLOBAL Cartesian 1.6 5.5 6.2 No 1.6 5.5 6.2102 GLOBAL Cartesian -4.7 -1.75 2.5 No -4.7 -1.75 2.5103 GLOBAL Cartesian -4.7 -2.22E-16 2.5 No -4.7 -2.22E-16 2.5104 GLOBAL Cartesian -6.2 -4.441E-16 2.5 No -6.2 -4.441E-16 2.5105 GLOBAL Cartesian -4.7 1.75 2.5 No -4.7 1.75 2.5106 GLOBAL Cartesian 3.2 5.5 6.2 No 3.2 5.5 6.2107 GLOBAL Cartesian -4.2 5.5 6.2 No -4.2 5.5 6.2126 GLOBAL Cartesian 1.7 -6.5 2.5 No 1.7 -6.5 2.5127 GLOBAL Cartesian 1.7 -5.5 2.5 No 1.7 -5.5 2.5128 GLOBAL Cartesian 0.2 -5.5 2.5 No 0.2 -5.5 2.5129 GLOBAL Cartesian 3.2 -5.5 2.5 No 3.2 -5.5 2.5144 GLOBAL Cartesian -4.2 -4.5 6.2 No -4.2 -4.5 6.2146 GLOBAL Cartesian -4.2 -3 6.2 No -4.2 -3 6.2148 GLOBAL Cartesian -4.2 -1.5 6.2 No -4.2 -1.5 6.2149 GLOBAL Cartesian -4.2 0 6.2 No -4.2 0 6.2151 GLOBAL Cartesian -4.2 1.5 6.2 No -4.2 1.5 6.2153 GLOBAL Cartesian -4.2 3 6.2 No -4.2 3 6.2155 GLOBAL Cartesian -4.2 4.5 6.2 No -4.2 4.5 6.2

_____

| |

| |

_____INDRA

14-AUG-2007

SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 28 of 98 TABLE: Load Case DefinitionsLoadCase DesignType SelfWtMult AutoLoad

Text Text Unitless Texta DEAD 1b DEAD 0g LIVE 0

hx+ WIND 0 Nonehy+ WIND 0 Nonehx- WIND 0 Nonehy- WIND 0 Nonenx QUAKE 0 Noneny QUAKE 0 None

TABLE: Material List 2 - By Section PropertySection ObjectType NumPieces TotalLength TotalWeight

Text Text Unitless mm KNRG1 Frame 8 12800 63.168RG2 Frame 12 18000 118.44RB1 Frame 8 12800 63.1681G1 Frame 12 19200 110.5441G2 Frame 12 18000 88.831G3 Frame 2 3000 11.281G4 Frame 2 2000 6.58TB1 Frame 5 24400 86.01TB2 Frame 1 6400 22.56C1 Frame 12 29600 208.68C2 Frame 4 7400 43.475C3 Frame 1 3700 12.173

RS1 Area 203.041S1 Area 270.721S2 Area 58.163

RCS1 Area 83.895

TABLE: Material Properties 01 - GeneralMaterial Type SymType UnitWeight UnitMass E1 G12 U12 A1

Text Text Text KN/mm3 KN-s2/mm4 KN/mm2 KN/mm2 Unitless 1/CConc Concrete Isotropic 2.35E-08 2.3963E-12 26 10.83333 0.2 9.9E-06

Main Reinf Rebar Isotropic 7.73E-08 7.8824E-12 199.94798 99.97399 0 1.17E-05Sec Reinf Rebar Isotropic 7.73E-08 7.8824E-12 199.94798 99.97399 0 1.17E-05

_____

| |

| |

_____INDRA

14-AUG-2007


4. CONCRETE DESIGN

4.1 Summary of Concrete Design

4.1.1 Foundation Plan

____

_

| |

| |

_____INDRA

14-AUG-2007


_____

| |

| |

_____INDRA

14-AUG-2007


_____

| |

| |

_____INDRA

14-AUG-2007


_____

| |

| |

_____INDRA

14-AUG-2007


4.1.2 Framing Plan (EL + 100.00)

_____

| |

| |

_____INDRA

14-AUG-2007


4.1.3 Framing Plan (EL + 2440)

_____

| |

| |

_____INDRA

14-AUG-2007


4.1.4 Framing Plan (EL + 6200)

_____

| |

| |

_____INDRA

14-AUG-2007


4.1.5 Member List

GIRDERS & BEAMS

____

_

| |

| |

_____INDRA

14-AUG-2007


_____

| |

| |

_____INDRA

14-AUG-2007


_____

| |

| |

_____INDRA

14-AUG-2007


_____

| |

| |

_____INDRA

14-AUG-2007


COLUMN

_____

| |

| |

_____INDRA

14-AUG-2007


SLAB

____

_

| |

| |

_____INDRA

14-AUG-2007


4.2 Foundation Design

4.1.1 Footing F-1

4.1.1.1 Given

Parameters

fcu = MPa FSOM =fy = MPa FSsldg =

γs = kN/m³γc = kN/m³ øBarxdir = mmµ = øBarydir = mm

qnet = kPa c.c. = mmqall = qnet + γsH = (operation)qall = 1.33(qnet)+ γsH = (for Wind & Earthquake)

Dimensions:

Lx = mm H = mmLy = mm h = mmcx = mm d = mmcy = mm z = mm

Notations:

Lx= length of the footing along x direction Mcx = moment capacity around x directionLy = length of the footing along y direction Mcy = moment capacity around y directioncx = length of column face along x direction N(BF) = service axial force at the bottom of footingcy = length of column face along y direction Mx(BF) = service moment at the bottom of the footing around x direction H = distance from bottom of footing to the top of soil My(BF) = service moment at the bottom of the footing around y directionz = distance from the bottom of footing to top of pedestal Nu(BF) = factored axial force at the bottom of footing or load application Mux(BF) = factored moment at the bottom of the footing around x direction h = thickness of the footing Muy(BF) = factored moment at the bottom of the footing around y directiond = effective depth of the footing ex = eccentricity at x directionc.c. = concrete cover ey = eccentricity at y directionfy = yield strength of the reinforcement qmax = maximum soil pressuref'cu = concrete compressive strength qmin = minimum soil pressureγs = unit weight of soil FSOMx = Factor of safety against overturning moment about xγc = unit weight of concrete FSOMy = Factor of safety against overturning moment about yqall = allowable soil pressure FSsldgx = Factor of safety against sliding about xqnet = net allowable bearing capacity FSsldgy = Factor of safety against sliding about yµ = coefficient of concrete-soil friction Vucx = one way shear force at x directionN = axial Force Vcx = design shear capacity at x directionVx = service shear force at x direction Vucy = one way shear force at x directionVy = service shear force at y direction Vcy = design shear capacity at y directionMx = service moment around x direction Vup = two way shear force at x directionMy = service moment around y direction Vcp = two way shear capacityNu = factored axial force Multx = ultimate moment about x directionVux = factored shear force at x direction Multy = ultimate moment about y directionVuy = factored shear force at y direction Ast = total reinforcement required Mux = factored moment around x direction øBarxdir = Diameter of bar along x directionMuy = factored moment around y direction øBarydir = Diameter of bar along y direction

1.51.5

1.251.25

Wind Eq

1000600

1750550

550476

106 kPa131 kPa

41004100

0.575

161650

30460

17.623.5

Ly

Lx

cy

cx

x

y

_____

| |

| |

_____INDRA

14-AUG-2007


4.1.1.2 Stability Check

4.1.1.3 Pressure Computation

Safety FactorsService Reactions at the bottom of Footing

0.0060 0.0141 1.0294 0.97060.0068 0.0115 1.0268 0.97320.0248 0.0023 1.0398 0.96020.0098 0.0017 1.0168 0.98320.0040 0.0187 1.0332 0.96680.0049 0.0177 1.0331 0.96690.0312 0.0024 1.0491 0.95090.0178 0.0015 1.0282 0.97180.0046 0.0156 1.0295 0.97050.0053 0.0132 1.0271 0.97290.0258 0.0025 1.0413 0.95870.0131 0.0017 1.0217 0.97830.0059 0.0077 1.0199 0.98010.0066 0.0041 1.0156 0.98440.0177 0.0020 1.0288 0.97120.0034 0.0020 1.0078 0.99220.0038 0.0100 1.0201 0.97990.0045 0.0070 1.0169 0.98310.0207 0.0019 1.0331 0.96690.0092 0.0018 1.0161 0.9839

0.98550.0044 0.0085 1.0189 0.9811

0.01760.0050 0.0049 1.0145

1848.241871.582085.10

1476.161503.391752.502108.44

1898.421925.652174.761779.74

1863.301890.581992.362202.00

2102.221915.991947.832066.561679.961493.731525.571644.30

29.40 12.46

4.31 45.9221.54 12.76

3.55 20.7032.7526.67

31.6646.057.377.02

28.7848.9310.249.90

2235.89 15.3712.5533.799.819.12

15.4330.92

224225

220221222223

216217218219

212213214215

208209210211

204205206207

Comb

201202203

-37.6383.4823.1922.66

-57.5783.7313.3912.77

-52.3388.9618.6218.00

-12.3359.9022.5221.45

-28.0556.2112.6011.35

-22.8261.4417.8316.59

53.45 1512.81 0.00 0.00-39.16 1299.28 0.00 0.007.84 1275.94 0.00 0.006.46 1536.15 0.00 0.00

59.55 1180.21 0.00 0.00-48.49 931.09 0.00 0.006.33 903.86 0.00 0.004.72 1207.44 0.00 0.00

1353.36 0.00 0.0061.76 1602.47 0.00 0.00

8.54 1326.12 0.00 0.006.94 1629.70 0.00 0.00

27.91 1420.06 0.00 0.00-14.23 1318.29 0.00 0.006.88 1291.00 0.00 0.007.20 1450.62 0.00 0.00

29.75 1072.01 0.00 0.00-19.41 953.27 0.00 0.005.21 921.44 0.00 0.005.59 1107.66 0.00 0.00

31.96 1494.27 0.00 0.00-17.20 1375.53 0.00 0.00

32.9412.3811.80

7.80 1529.92 0.00 0.007.43 1343.70 0.00

0.00

6.936.246.78

0.00

2022.92

2.873.07

17.589.46

123106108120

1038486

101

128108111126

119108111116

98868996

124111114121

11813310992

114121134118

92100121114

11812510292

Joint Ultimate Reactions from the Analysis

kminkmaxeuyBF

(m)euxBFMuy NuBF MuxBF MuyBF

(KN-m) (KN) (KN-m) (KN-m)

116117

112113114115

108109110111

101102103104105106107

-31.3669.5719.3318.88

-37.3863.5413.3012.86

-10.2849.9118.7617.87

-16.3043.8912.7411.85

44.54 1260.67 0.00 0.00-32.63 1082.73 0.00 0.006.53 1063.28 0.00 0.005.38 1280.12 0.00 0.00

44.11 1144.62 0.00 0.00-33.06 966.68 0.00 0.006.10 947.23 0.00 0.004.95 1164.07 0.00 0.00

23.26 1183.39 0.00 0.00-11.86 1098.57 0.00 0.005.73 1075.84 0.00 0.006.00 1208.85 0.00 0.00

982.52 0.00 0.0022.83 1067.33 0.00 0.00

5.57 1092.80 0.00 0.005.30 959.78 0.00 0.00

-12.29

0.0022

1.0280.00570.01080.0134

1.037 0.9631.025 0.975

0.01181.027 0.9731.016 0.984

0.01410.0016

1.037 0.9631.024 0.976

1.019 0.9811.020 0.980

1.027 0.9731.015 0.985

1.017 0.9831.007 0.993

1.026 0.9741.013 0.987

1.012 0.9881.011 0.989

24.50 10.39

3.59 38.2617.95 10.63

24.26 7.072.96 17.25

20.563.36 34.9518.18 7.32

99.41108.4493.6595.97

102.5598.0188.7991.3095.88

105.1895.3897.93

102.47

100.94100.94112.080.972

FssldgyFSsldgxFSOMyFSOMx

qmin

(KPa)qmax

(KPa)kmin

MyBF

(KN-m)NBF

(KN) (KN-m)MxBF kmax

eyBF

(m)(KN-m)Mx

5.96 1171.70 0.00 0.00 ∞ 45.6 ∞

27.95 8.43 1663.59 0.00

1744.00

0.00730.00160.0022

∞

100.71100.86106.41105.3293.73

101.27

0.00190.00180.00190.0043

0.00190.0019

∞ 86.7 ∞∞ ∞ 16.5

0.0039

0.00400.00320.01670.00620.00560.01180.02300.0048

∞

∞∞ ∞ 17.5 ∞∞ ∞ 51.1

63.3∞ ∞ 61.0

∞

∞ ∞ 69.2 35.9

∞ ∞ 44.5 70.5∞ ∞ 49.1 37.7∞ ∞ 23.2 ∞∞ 89.1 12.0 ∞

∞ 66.8 19.5∞ ∞ 57.8 23.3

87.6 11.8 ∞∞ ∞ 29.5 ∞

∞ 48.5 20.6∞ ∞ 42.8 25.4∞

1639.631554.82

104.95100.1093.5093.6999.20

106.74

1736.37

12.561781.151648.131670.871755.68

2.72

3.30

6.5212.79

3.283.062.926.76

10.51

0.01580.0045

∞

10.329.83

0.00410.00930.0234

∞

1519.531538.981716.92

93.77104.86111.96

87.0689.33

106.00verifiedverified

3.15 27.45

6.525.65

8.9724.147.01

0.0077

Vux

(KN)Vuy

(KN) (KN) (KN-m)Nu Mux

Comb Vx

(KN)

Joint Service Reactions from the Analysis

(KN-m)N

(KN)Vy

(KN)My

19.11

1655.031832.97

1852.421635.58

1665.101532.08

(m)exBF

0.00600.0054

0.0064

2.6033.9725.46-46.28

3.4892

108128114114128

4.703.81

15.357.833.783.96

16.3610.68

4.084.29

1314.631270.0060 0.0020 1.0117117

0.00210.9883

0.0021 1.0289 0.9711

(KPa)qumin

0.9869 135(m)

qumax

(KPa)0.0069 1.0131

Ultimate Reactions at the bottom of Footing

verifiedverified

verifiedverified

verifiedverifiedverifiedverified

verified

Remarks


verifiedverified

allowmax

minBF

minmaxBF

max

minmaxx

BF

y

BF

x

BF

y

BFmin

x

BF

y

BFmax

x

BF

y

BF

qq:Note

kLyLx

Nq,k

LyLxN

q

0k&valueskfor1tabletoreferk,00.1Lex6

Ley6

if

Lex6

Ley6

1k&Lex6

Ley6

1k,00.1Lex6

Ley6

if

<

==

==>

+

−−=++=≤

+

( )[ ] [ ]( ) ( )

BF

BFBF

BF

BFBF

BFBF

yxcyxsBF

NMxey&

NMyex

ZVxMyMy&ZVyMxMx

hLLhHLLNN

==

+=−=

γ+−γ+=

)25.1E)(50.1W(ForceLateralForceNormal.S.F

)25.1E)(50.1W(MomentgOverturnin

MomentsistingRe.S.F

)SLDG(

)OM(

==>µ=

==>=

allowmax

minBF

minmaxBF

max

minmaxx

BFUX

y

BFUY

x

BFUX

y

BFUYmin

x

BFUX

y

BFUYmax

x

BFUX

y

BFUY

qq:Note

kLyLx

Nuqu,k

LyLxNu

qu

0k&valueskfor1tabletoreferk,00.1L

e6L

e6if

Le6

Le6

1k&L

e6L

e61k,00.1

Le6

Le6

if

<

==

==>

+

−−=++=≤

+

_____

| |

| |

_____INDRA

14-AUG-2007


4.1.1.4 Reinforcement Design

Formula:Reinforcements along x Direction

Condition to be Satisfied:

1. Asx ≥ 0.0013 Ly h

2. Maximum Spacing is 3h or 750mm

3. Muy < Mcy

Reinforcements along y Direction


1. Asy ≥ 0.0013 Lx h

2. Maximum Spacing is 3h or 750 mm

3. Mux < Mcx

3,358

Mux(KN-m)845.99

4,3484,348

4,3484,348

794.33

4,348

4,3484,3484,3484,348

736.28738.00786.41

4,348

563.05

453.73

562.58595.38659.14579.21

536.13

454.52

628.86

Muy(KN-m)

455.07530.52628.14563.05

579.50655.99

491.45597.30561.67

663.67623.15577.60578.95616.93500.14452.13

4,348

4,3484,348

4,3484,3484,3484,348

4,3484,3484,3484,348

4,3484,3484,3484,348

222223224225

218219220221

214215216217

210211212213

201202203204205206207208209

936 21 13 114,057 2,932 4,0574,3488

3,182 2,932 3,182 29 16 11 9 7717.73 33 19 12 103,632 2,932 3,6324,348

82,849 2,932 2,932 26 15 10 8 6

717.72 33 19 12 103,632 2,932 3,6324,3489

2,849 2,932 2,932 26 15 10 8 6800.70 36 21 13 114,052 2,932 4,0524,348

73,179 2,932 3,179 29 16 11 9 7

676.26 31 18 11 103,422 2,932 3,4224,3486

2,685 2,932 2,932 26 15 10 8 6580.08 26 15 10 82,935 2,932 2,9354,348

62,303 2,932 2,932 26 15 10 8 6

578.38 26 15 10 82,927 2,932 2,9324,3488

2,296 2,932 2,932 26 15 10 8 6683.41 31 18 12 103,458 2,932 3,4584,348

92,713 2,932 2,932 26 15 10 8 6

836.20 38 22 14 124,232 2,932 4,2324,3488

3,320 2,932 3,320 30 17 11 9 7738.70 34 19 12 103,738 2,932 3,7384,348

82,933 2,932 2,933 26 15 10 8 6

738.32 34 19 12 103,736 2,932 3,7364,3489

2,931 2,932 2,932 26 15 10 8 6840.21 38 22 14 124,252 2,932 4,2524,348

83,336 2,932 3,336 30 17 11 9 7

758.94 34 20 13 113,841 2,932 3,8414,3488

3,013 2,932 3,013 27 15 10 8 7717.13 33 19 12 103,629 2,932 3,6294,348

82,847 2,932 2,932 26 15 10 8 6

715.97 33 19 12 103,623 2,932 3,6234,3488

2,842 2,932 2,932 26 15 10 8 6761.38 35 20 13 113,853 2,932 3,8534,348

73,023 2,932 3,023 27 16 10 8 7

626.46 29 16 11 93,170 2,932 3,1704,3486

2,487 2,932 2,932 26 15 10 8 6579.38 26 15 10 82,932 2,932 2,9324,348

62,300 2,932 2,932 26 15 10 8 6

576.34 26 15 10 82,917 2,932 2,9324,3487

2,288 2,932 2,932 26 15 10 8 6637.54 29 17 11 9

4,3483,226 2,932 3,2264,3483,980 2,932 3,980

15 10 8 62,531 2,932 2,932 26

81036 20 13 11 9

1234 193,122 2,932 3,122 28 16 10 9 7

3,735 2,932 3,7354,3484,34815 10 8 62,930 2,932 2,932 26

91133 19 12 10 82,923 2,932 2,932 26

4,020 2,932 4,02015 10 8 6 3,726 2,932 3,726

Mcx(KN-m)

28 16 11 9

167 4,348

4,3489

3,153 2,932 3,1534,2814,281 2,932

36 20 1338 22 14 12

25Assupplied

(mm²) 22No. of Bars (pcs)

2,932(mm²) 12

AssuppliedAsminx

3,358

No. of Bars2520 22

Comb Asx(mm²) (mm²)

Mcy(KN-m)

30 17 11 97

Asy(mm²) (mm²)

Asminy

12 16 20

801.61

Reinforcement along x direction Reinforcement along y direction

95.0fLyLx9.0

Muy25.05.0I

AAsx.pcsbar

)dI(f95.0M

Asx

bdf156.0Mcy2

2Cx

2Lx

LyqMuy

cu2a

bar

ay

uy

2cu

2

max

≤−+=

=

=

=

−

=

95.0fLxLy9.0

Mux25.05.0I

AAsy.pcsbar

)dI(f95.0MAsy

bdf156.0Mcx2

2Cy

2Ly

LxqMux

cu2a

bar

ay

ux

2cu

2

max

≤−+=

=

=

=

−

=

Asx Asy

Ly

Lx

cy

cx

x

y

BottomReinforcement

_____

| |

| |

_____INDRA

14-AUG-2007

SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 45 of 98 4.1.1.5 Shear Check

Note:One Way Shear (Beam Shear) Two Way Shear (Punching Shear)Vucx < Vcx = νc(Lxd) Vup shall be less than the equation below:

Vucy < Vcy = νc(Lyd) Vcp = νcbod

νc = see Table 2 where = bo = column perimeter + (8 *1.5d)νc = see Table 2

verified





verified

Remarks

verifiedverified

1,616.91

1,616.911,616.911,616.911,616.91

1,616.911,616.911,616.911,616.91

1,616.911,616.911,616.911,616.91

1,616.911,616.911,616.911,616.91

Vcp

(KN)1,616.911,616.911,616.911,616.91

1,358.821,358.841,517.65

1,397.831,398.531,583.131,293.871,095.021,098.241,280.321,515.93

503.41562.24

406.86474.32561.60503.40

518.11586.50479.34405.67

502.99532.31589.31517.85

406.37439.39534.02502.17

551.57696.74

447.16404.24

516.42 696.74

593.36557.13 1,503.86

1,393.95

729.04713.89

222223224225

218219220221

214215216217

210211212213

206207208209

202203204205

666.19597.14597.15666.94

568.60481.21482.63562.65

699.05614.29614.59695.72

633.47595.69596.65631.43

530.43479.51482.05521.22

660.88612.58614.01654.29

776.11748.32748.32776.41

736.20696.74697.05733.62

788.67755.41755.54787.42

763.19747.71748.11762.38

719.34696.74696.77715.15

Comb

703.86

Vcx

(KN)

Vucx

x Direction

201

qumax(Lx)[(Ly-cy)/2-d]

1,397.211,488.861,207.01

Punching or Two Way Shear

1,616.911,616.91

Vup

qumax[LxLy-(cx+3d)(cy+3d)](KN)

1,601.66

1,091.151,096.92

1,616.911,616.91 verified


1,357.71

1,186.051,441.481,355.50

1,436.851,590.72

716.06696.74696.74715.79696.74696.74696.74696.74726.22696.82696.74727.38703.12696.74696.74703.88696.74

774.05

(KN)

696.74696.74696.74711.51

754.71755.30 517.62771.46

(KN)790.48

qumax(Ly)[Lx-cx)/2-d]Vcy

(KN)

Vucy

y DirectionBeam or One Way Shear

x

y

cx

cy

cx+d

cy+dL

B

Critical section bo for two-way action

shear


shear

Tributary area for two-way action shear

Tributary area for one-way action shear

on

cx+3d

cy+3dLy

Lx

Critical section forone-way action shear

_____

| |

| |

_____INDRA

14-AUG-2007


4.1.2 Footing F-2

4.1.2.1 Given

Parameters




Dimensions:


Notations:


3046017.623.5

0.575

161650

104 kPa129 kPa

33003300

1650450

4503761000

500

Wind Eq1.51.5

1.251.25

Ly

Lx

cy

cx

x

y

_____

| |

| |

_____INDRA

14-AUG-2007




verified

Remarks


verifiedverified


verifiedverified

verifiedverified


(m)qumax

(KPa)0.0240 1.0472

(KPa)qumin

0.9528 1280.9466

0.0021 1.0286 0.97142.411.76

1172.601180.0279 0.0014 1.0534111

0.0019

2.461.91

12.1415.04

1.812.349.50

13.80

1.229696

118108117117

1.7528.5432.69-72.65

0.0213

(m)exBF

0.02140.0251

-49.49

1040.051041.63

1068.561013.11

970.90937.36

Comb Vx

(KN)


(KN-m)N

(KN)Vy

(KN)My

(KN) (KN-m)Nu MuxVux

(KN)Vuy

(KN)

2.05 15.85

17.8728.75

24.3511.4517.81

0.0086

verifiedverified

927.45954.38955.96

94.5194.18

103.96

83.7580.77

88.57

22.27

0.01220.0186

∞

22.2122.27

0.01880.03080.0114

77.4

1.811.261.7211.17

982.89

8.251056.571023.031042.071042.80

1.67

1.59

11.507.92

956.40

99.6093.4388.2792.6692.25

102.09957.13

76.9 10.5 11.772.5 77.3 10.5 9.985.7

∞ 19.7 ∞∞ 53.5 7.3 ∞

87.9 12.0 10.667.4 88.4 12.1 9.2∞ ∞ 29.1 ∞∞ 56.8 7.7 ∞∞ 77.3 10.5 29.6∞ 77.4 10.6 20.4

∞ 88.6 12.1

∞

∞ 88.4 12.0 26.1

∞∞ ∞ 18.4 ∞∞ 65.8 9.0

19.30.01870.02720.01550.02130.02140.02910.00770.0187

∞0.00150.0020

60.6 8.3 ∞∞ ∞ 14.5

0.0110

0.00170.00130.00180.0117

0.00760.00170.0014

∞

96.93101.32100.8095.3186.58

85.21

77.1 10.5 ∞

-71.24 -5.79 991.09 0.00

1040.84(KN-m)

Mx

-4.03 695.68 0.00 0.00

kminMyBF

(KN-m)NBF


eyBF

(m)qmin

(KPa)qmax

(KPa) FssldgyFSsldgxFSOMyFSOMx

95.24103.17102.730.926

91.5684.8883.8882.9883.5391.9690.9590.0690.72

81.3892.2990.8387.84

28.571.29 7.1823.35 17.8020.39 17.942.00 32.961.62 11.5823.68 22.2020.06 22.34

1.042 0.9581.048 0.9521.026 0.9741.055 0.9451.050 0.9501.052 0.9481.032 0.9681.059 0.9411.053 0.9471.056 0.9441.017 0.9831.078 0.922

0.9761.080 0.920

0.02451.073 0.9271.059 0.941

0.02130.00190.0016

1.0740.02140.02280.0193

1.024

-2.80 625.75 0.00 0.00-3.83 592.20 0.00 0.00

-24.82 611.24 0.00 0.0018.33 611.97 0.00 0.00-3.53 711.41 0.00 0.00-4.56 677.87 0.00 0.00

-25.55 696.91 0.00 0.0017.60 697.64 0.00 0.00-3.72 637.74 0.00 0.00-2.88 582.29 0.00 0.00

-51.89 609.22 0.00 0.0045.30 610.80 0.00 0.00-4.45 723.40 0.00 0.00-3.61 667.96 0.00 0.00

-52.63 694.89 0.00 0.0044.57 696.47 0.00 0.00

-54.12-25.44-39.59-39.72-63.89-35.21-49.36-49.49-63.48-15.96-39.56-39.87-73.25-25.73-49.33-49.64

101102103104105106107108109110111

116117

112113114115



kminkmaxeuyBF


11711694879393

1161101151151211091201199785

10610510410485848283

10410310210310710510010185837980

10410399

100

0.00

17.7917.8834.50

0.00

1198.85

1.821.17

11.5515.64

19.0226.6526.73

-3.92 876.05 0.00 0.00-5.36 829.08 0.00

-34.75 855.74 0.00 0.0025.66 856.76 0.00 0.00-2.60 632.04 0.00 0.00-4.04 585.08 0.00 0.00

-33.43 611.73 0.00 0.0026.98 612.76 0.00 0.00-4.24 853.70 0.00 0.00-5.47 813.44 0.00 0.00

-30.66 836.29 0.00 0.0021.12 837.17 0.00 0.00-5.21 892.83 0.00 0.00-4.03 815.21 0.00 0.00

852.91 0.00 0.0063.42 855.13 0.00 0.00-3.89 648.83 0.00 0.00-2.71 571.20 0.00 0.00

-71.33 608.91 0.00 0.0064.74 611.12 0.00 0.00-5.34 868.08 0.00 0.00-4.33 801.55 0.00 0.00

-63.15 833.87 0.00 0.0053.48 835.77 0.00 0.00

-75.77-35.62-55.42-55.61-59.88-19.73-39.53-39.72-76.67-42.26-59.23-59.39-88.87-22.34-55.39-55.82-72.98-6.45

-39.50-39.93-87.90-30.87-59.20-59.57

Comb

201202203204205206207208209210211212213214215216217218219220221222223224225

1336.24 32.0634.1016.0324.9425.0326.958.88

39.9910.0524.9325.1232.842.90

17.7817.97

2.40 39.5629.1332.10

1.95 13.8928.42 26.6424.07 26.81

1221.201174.241200.891201.92977.20930.24956.89957.92

1158.601181.451182.331237.991160.361198.071200.28993.98916.36954.06956.28

1213.241146.711179.021180.92

0.01370.0208 0.0130 1.0614 0.93860.0208 0.0096 1.0553 0.94470.0276 0.0012 1.0523 0.94770.0095 0.0020 1.0209 0.97910.0186 0.0157 1.0624 0.93760.0187 0.0127 1.0570 0.94300.0288 0.0016 1.0552 0.94480.0164 0.0021 1.0337 0.96630.0226 0.0117 1.0622 0.93780.0226 0.0080 1.0557 0.94430.0323 0.0019 1.0622 0.93780.0087 0.0016 1.0186 0.98140.0208 0.0273 1.0874 0.91260.0209 0.0238 1.0813 0.91870.0330 0.0018 1.0633 0.93670.0032 0.0013 1.0082 0.99180.0186 0.0336 1.0951 0.90490.0188 0.0305 1.0896 0.91040.0326 0.0020 1.0629 0.93710.0121 0.0017 1.0251 0.97490.0226 0.0241 1.0849 0.91510.0227 0.0204 1.0783 0.9217

Service Reactions at the bottom of FootingSafety Factors

allowmax

minBF

minmaxBF

max

minmaxx

BF

y

BF

x

BF

y

BFmin

x

BF

y

BFmax

x

BF

y

BF

qq:Note

kLyLx

Nq,k

LyLxN

q


Ley6

if

Lex6

Ley6

1k&Lex6

Ley6

1k,00.1Lex6

Ley6

if

<

==

==>

+

−−=++=≤

+

( )[ ] [ ]( ) ( )

BF

BFBF

BF

BFBF

BFBF

yxcyxsBF

NMxey&

NMyex

ZVxMyMy&ZVyMxMx

hLLhHLLNN

==

+=−=

γ+−γ+=



MomentsistingRe.S.F

)SLDG(

)OM(

==>µ=

==>=

allowmax

minBF

minmaxBF

max

minmaxx

BFUX

y

BFUY

x

BFUX

y

BFUYmin

x

BFUX

y

BFUYmax

x

BFUX

y

BFUY

qq:Note

kLyLx

Nuqu,k

LyLxNu

qu


e6L

e6if

Le6

Le6

1k&L

e6L

e61k,00.1

Le6

Le6

if

<

==

==>

+

−−=++=≤

+

_____

| |

| |

_____INDRA

14-AUG-2007





1. Asx ≥ 0.0013 Ly h


3. Muy < Mcy



1. Asy ≥ 0.0013 Lx h


3. Mux < Mcx


378.17

4

Asy(mm²) (mm²)

Asminy

12 16 2018 10 7 6


Mcy(KN-m)

1,931(mm²) 12

AssuppliedAsminx

1,931

No. of Bars2520 22 25

Assupplied


24 14 9 8 61,651 1,931 1,931

2,6622,662 1,93122 13 8

Mcx(KN-m)

18 10 7 6

164 2,183

2,183 2,447 1,931 2,44710 7 6 4 2,298 1,931 2,2981,550 1,931 1,931 18

5721 12 8 7 5

1,636 1,931 1,931 18 10 7 6 4 2,425 1,931 2,4252,1832,183

10 7 6 41,628 1,931 1,931 1857

22 13 8 7 5822 13

1,320 1,931 1,931 18 10 7 6 42,183

1,956 1,931 1,9562,1832,413 1,931 2,413

18 10 7 6 41,219 1,931 1,931 18 10 7 6 4

305.381,807 1,931 1,9312,183 18 10 7 6 4

1,305 1,931 1,931 18 10 7 6 4282.03

1,934 1,931 1,9342,183 18 10 7 6 41,300 1,931 1,931 18 10 7 6 4

301.891,926 1,931 1,9312,183 18 10 7 6 4

1,624 1,931 1,931 18 10 7 6 4300.68

2,407 1,931 2,4072,183 22 12 8 7 51,537 1,931 1,931 18 10 7 6 4

375.682,279 1,931 2,2792,183 21 12 8 6 5

1,611 1,931 1,931 18 10 7 6 4355.67

2,388 1,931 2,3882,183 22 12 8 7 51,602 1,931 1,931 18 10 7 6 4

372.692,375 1,931 2,3752,183 21 12 8 7 5

1,688 1,931 1,931 18 10 7 6 4370.68

2,502 1,931 2,5022,183 23 13 8 7 61,517 1,931 1,931 18 10 7 6 4

390.502,249 1,931 2,2492,183 20 12 8 6 5

1,672 1,931 1,931 18 10 7 6 4351.00

2,479 1,931 2,4792,183 22 13 8 7 61,666 1,931 1,931 18 10 7 6 4

386.902,469 1,931 2,4692,183 22 13 8 7 6

1,357 1,931 1,931 18 10 7 6 4385.42

2,011 1,931 2,0112,183 18 11 7 6 51,186 1,931 1,931 18 10 7 6 4

313.861,758 1,931 1,9312,183 18 10 7 6 4

1,341 1,931 1,931 18 10 7 6 4274.36

1,988 1,931 1,9882,183 18 10 7 6 51,337 1,931 1,931 18 10 7 6 4

310.261,982 1,931 1,9822,183 18 10 7 6 5

1,655 1,931 1,931 18 10 7 6 4309.42

2,453 1,931 2,4532,183 22 13 8 7 51,509 1,931 1,931 18 10 7 6 4

382.952,236 1,931 2,2362,183 20 12 8 6 5

1,642 1,931 1,931 18 10 7 6 4349.09

2,434 1,931 2,4342,183 22 13 8 7 51,635 1,931 1,931 18 10 7 6 4

379.862,423 1,931 2,4232,183 22 13 8 7 5

209

205206207208

201202203204

210211212213214215216217218219220221222223224225

2,1832,1832,1832,1832,1832,1832,1832,183

2,183

2,1832,183

2,1832,1832,1832,183

202.88253.49239.98

280.38257.77242.01255.42254.16206.05190.30203.70

255.17

Muy(KN-m)

209.35208.78258.39235.55

261.06260.06

256.31

185.12

251.47250.11263.49236.83

211.78

382.02

2,183

2,1832,1832,1832,183

358.67378.54376.68

2,183

2,1832,183

2,1832,183

1,796

Mux(KN-m)415.54

95.0fLyLx9.0

Muy25.05.0I

AAsx.pcsbar

)dI(f95.0M

Asx

bdf156.0Mcy2

2Cx

2Lx

LyqMuy

cu2a

bar

ay

uy

2cu

2

max

≤−+=

=

=

=

−

=

95.0fLxLy9.0

Mux25.05.0I

AAsy.pcsbar

)dI(f95.0MAsy

bdf156.0Mcx2

2Cy

2Ly

LxqMux

cu2a

bar

ay

ux

2cu

2

max

≤−+=

=

=

=

−

=

Asx Asy

Ly

Lx

cy

cx

x

y

BottomReinforcement

_____

| |

| |

_____INDRA

14-AUG-2007






(KN)506.64


(KN)

Vucy

492.64

(KN)

455.18455.18455.18455.18

482.39491.14 298.97490.33

455.18455.18455.18455.18

455.18455.18455.18455.18

455.18455.18455.18455.18

455.18455.18455.18455.18

455.18

851.11896.64

855.75

690.39862.61816.65

verified

verifiedverifiedverifiedverified647.57

693.181,085.301,085.30

869.16864.90701.19


1,085.301,085.30

Vup


954.12

Comb

434.20

Vcx

(KN)

Vucx

x Direction

201


457.21455.18455.46455.18489.90481.04488.60487.71496.26478.93494.73494.10461.40455.18459.63459.21493.04478.06491.71490.98

399.18374.77395.53393.59319.09294.69315.45314.18392.55371.64389.43387.32408.04366.76404.27402.73327.95286.67324.19323.31400.15364.76396.92395.15

202203204205206207208209210211212213214215216217218219220221222223224225

877.17823.55

455.18455.18

283.28 455.18

328.19301.72

297.50455.18

241.19222.74238.44237.48296.71280.90294.35292.76308.42277.22305.57304.40247.89216.69245.04244.38302.45275.71300.01298.68

805.93888.37884.97720.66629.95712.39710.46879.30801.55872.21868.31

Vcp

(KN)1,085.301,085.301,085.301,085.30

1,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.301,085.30

verified

Remarks

verifiedverified

verifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverifiedverified

x

y

cx

cy

cx+d

cy+dL

B


shear


shear



cy+3d

cx+3d

Ly

Lx


_____

| |

| |

_____INDRA

14-AUG-2007


4.1.3 Footing F-3

4.1.3.1 Given

Parameters




Dimensions:


Notations:


1.51.5

1.251.25

Wind Eq

500600

1650450

450376

104 kPa129 kPa

30003000

0.575

161650

3046017.623.5

Ly

Lx

cy

cx

x

y

_____

| |

| |

_____INDRA

14-AUG-2007




0.0063 0.0094 1.0313 0.96870.0058 0.0103 1.0322 0.96780.0176 0.0010 1.0373 0.96270.0071 0.0010 1.0162 0.98380.0071 0.0137 1.0416 0.95840.0063 0.0140 1.0405 0.95950.0225 0.0011 1.0473 0.95270.0122 0.0011 1.0266 0.97340.0077 0.0102 1.0359 0.96410.0070 0.0115 1.0370 0.96300.0200 0.0012 1.0425 0.95750.0071 0.0013 1.0168 0.98320.0065 0.0038 1.0208 0.97920.0062 0.0054 1.0233 0.97670.0134 0.0009 1.0285 0.97150.0020 0.0011 1.0061 0.99390.0075 0.0057 1.0265 0.97350.0069 0.0074 1.0286 0.97140.0169 0.0010 1.0357 0.96430.0047 0.0013 1.0120 0.9880

0.97260.0080 0.0041 1.0242 0.9758

0.01540.0076 0.0062 1.0274

1111.571101.38993.87

947.81935.92810.49983.68

1182.991171.101045.68798.61

1061.931047.18997.62

1033.79

1034.951125.081107.871050.05799.77889.89872.69814.87

9.32 6.24

1.10 19.6111.39 6.36

0.97 7.0111.1013.07

9.7021.365.905.76

7.3723.698.238.09

1184.16 7.231.46

17.378.378.433.79

15.04

224225

220221222223

216217218219

212213214215

208209210211

204205206207

Comb

201202203

-15.5943.5814.1313.87

-21.5647.4713.1112.80

-16.3852.6518.2917.98

-4.3331.5414.4014.51

-8.4333.4213.4213.55

-3.2538.6018.6018.73

20.72 708.62 0.00 0.00-25.31 816.12 0.00 0.00-2.45 826.31 0.00 0.00-2.15 698.43 0.00 0.0024.66 525.24 0.00 0.00-29.04 650.67 0.00 0.00-2.37 662.56 0.00 0.00-2.01 513.35 0.00 0.00

885.85 0.00 0.0023.79 760.42 0.00 0.00

-3.24 897.74 0.00 0.00-2.89 748.53 0.00 0.008.50 712.37 0.00 0.00

-12.67 761.93 0.00 0.00-2.04 776.67 0.00 0.00-2.36 699.42 0.00 0.0010.41 529.62 0.00 0.00-14.29 587.44 0.00 0.00-1.89 604.64 0.00 0.00-2.26 514.51 0.00 0.009.54 764.80 0.00 0.00

-15.16 822.62 0.00 0.00

14.196.486.53

-3.13 749.70 0.00 0.00-2.77 839.82 0.00

0.00

6.046.101.95

0.00

984.68

0.851.024.296.82

108119118107

8610010086

113126125112

109115114109

88959488

114121120114

13512091

110

119113117137

10093

110121

12611990

102


kminkmaxeuyBF



116117

112113114115

108109110111

101102103104105106107

-12.9936.3211.7711.55

-11.7037.6113.0612.84

-3.6126.2812.0012.09

-2.3227.5713.2913.38

17.26 590.51 0.00 0.00-21.09 680.10 0.00 0.00-2.04 688.60 0.00 0.00-1.79 582.02 0.00 0.0016.99 543.16 0.00 0.00-21.37 632.75 0.00 0.00-2.31 641.24 0.00 0.00-2.06 534.67 0.00 0.007.08 593.64 0.00 0.00

-10.56 634.94 0.00 0.00-1.70 647.23 0.00 0.00-1.96 582.85 0.00 0.00

587.58 0.00 0.006.81 546.29 0.00 0.00

-2.24 535.50 0.00 0.00-1.98 599.87 0.00 0.00

-10.83

0.0009

1.0300.00590.00980.0089

1.035

0.01051.032 0.9681.015 0.985

0.00920.0009

1.034 0.966

0.9651.031 0.969

1.015 0.9851.039 0.961

1.022 0.9781.020 0.980

1.006 0.9941.027 0.973

1.025 0.9751.022 0.978

0.9871.005 0.9951.030 0.970

7.77 5.20

0.92 16.349.49 5.30

7.65 5.780.80 5.85

5.271.04 16.929.61 5.88

100.9390.7495.3994.5790.3795.90

100.8199.9995.74

112.04110.55100.190.970


qmin

(KPa)qmax

(KPa)kmin

MyBF

(KN-m)NBF


eyBF

(m)(KN-m)Mx

-1.91 635.31 0.00 0.00 ∞

16.07 -2.62 898.90 0.00

920.56

0.00110.0011

∞

106.41104.5099.5792.48

106.9489.73

1.0130.00120.00100.0056

0.0036

0.00100.0008

∞ ∞ ∞∞ ∞ 17.7

0.0052

0.00720.00190.01270.00590.00620.00640.01830.0064

∞

∞∞ ∞ 16.1 ∞∞ ∞ ∞

40.3∞ ∞ 32.9

∞

∞ ∞ 31.1 61.0

∞ ∞ 38.4 43.6∞ ∞ 36.3 62.0

82.1 12.3 ∞∞ ∞ 35.0 ∞

∞ 32.3 24.4∞ ∞ 35.1 21.5

89.4 13.4 ∞∞ ∞ 33.4 ∞

∞ 37.9 25.4∞ ∞ 41.0 22.9∞

831.54872.84

103.6491.65

101.3099.3994.4197.01

932.48920.19878.90

0.93

4.753.19

0.00670.0168

∞

0.861.010.894.873.060.88

∞

5.25

0.01400.0068

∞

5.405.44

0.0070

98.9598.56

94.43

89.0694.89

104.37103.98

105.4495.0397.84

verifiedverified

0.77 11.83

6.021.62

1.0412.415.98

0.0037

Vux

(KN)Vuy

(KN)

My

(KN) (KN-m)Nu Mux

926.50918.00828.41

819.92

868.11

885.13

Comb Vx

(KN)


(KN-m)N

(KN)Vy

(KN)

0.001311.66

965.36875.77

867.28973.85

820.75

0.0055

0.9010.7013.46-29.91

1.0610894

111128126114

1.461.303.835.700.921.064.686.43

1.241.41

1301.181160.0014 0.0014 1.0055129

0.00100.9945

0.0011 1.0331 0.9669

(KPa)qumin

0.9858 133(m)

qumax

(KPa)0.0061 1.0142


verifiedverified

verifiedverified

verifiedverified

verifiedverifiedverifiedverifiedverifiedverifiedverifiedverified


verified

Remarks(m)exBF

0.0057 0.0009 ∞ 39.5

allowmax

minBF

minmaxBF

max

minmaxx

BF

y

BF

x

BF

y

BFmin

x

BF

y

BFmax

x

BF

y

BF

qq:Note

kLyLx

Nq,k

LyLxN

q


Ley6

if

Lex6

Ley6

1k&Lex6

Ley6

1k,00.1Lex6

Ley6

if

<

==

==>

+

−−=++=≤

+

( )[ ] [ ]( ) ( )

BF

BFBF

BF

BFBF

BFBF

yxcyxsBF

NMxey&

NMyex

ZVxMyMy&ZVyMxMx

hLLhHLLNN

==

+=−=

γ+−γ+=



MomentsistingRe.S.F

)SLDG(

)OM(

==>µ=

==>=

allowmax

minBF

minmaxBF

max

minmaxx

BFUX

y

BFUY

x

BFUX

y

BFUYmin

x

BFUX

y

BFUYmax

x

BFUX

y

BFUY

qq:Note

kLyLx

Nuqu,k

LyLxNu

qu


e6L

e6if

Le6

Le6

1k&L

e6L

e61k,00.1

Le6

Le6

if

<

==

==>

+

−−=++=≤

+

_____

| |

| |

_____INDRA

14-AUG-2007





1. Asx ≥ 0.0013 Ly h


3. Muy < Mcy



1. Asy ≥ 0.0013 Lx h


3. Mux < Mcx

2,004

1,9851,985

1,9851,985

Mux(KN-m)288.24249.77

1,985

1,9851,9851,9851,985

278.95273.18258.12

296.06

258.51

279.05265.19273.73321.17

233.76

266.93

Muy(KN-m)

253.61219.85260.32300.26

316.27282.10213.50

217.82257.99284.41

312.76271.01302.68296.42280.08210.78240.02

1,9851,985

1,9851,985

1,9851,9851,9851,985

1,9851,9851,9851,985

1,9851,9851,9851,985

222223224225

218219220221

214215216217

210211212213

201202203204205206207208209

416 9 6 51,576 1,755 1,7551,9854

1,710 1,755 1,755 16 9 6 5 4272.85 16 9 6 51,748 1,755 1,7551,985

41,897 1,755 1,897 17 10 7 5 4

276.72 16 9 6 51,773 1,755 1,7731,9854

1,924 1,755 1,924 18 10 7 6 4239.91 16 9 6 51,537 1,755 1,7551,985

41,668 1,755 1,755 16 9 6 5 4

202.61 16 9 6 51,298 1,755 1,7551,9854

1,408 1,755 1,755 16 9 6 5 4233.72 16 9 6 51,497 1,755 1,7551,985

41,625 1,755 1,755 16 9 6 5 4

238.24 16 9 6 51,526 1,755 1,7551,9854

1,656 1,755 1,755 16 9 6 5 4196.76 16 9 6 51,260 1,755 1,7551,985

41,368 1,755 1,755 16 9 6 5 4

259.98 16 9 6 51,666 1,755 1,7551,9854

1,807 1,755 1,807 16 9 6 5 4291.48 17 10 6 51,867 1,755 1,8671,985

42,026 1,755 2,026 18 11 7 6 5

295.99 17 10 7 51,896 1,755 1,8961,9854

2,058 1,755 2,058 19 11 7 6 5252.27 16 9 6 51,616 1,755 1,7551,985

41,754 1,755 1,755 16 9 6 5 4

244.40 16 9 6 51,566 1,755 1,7551,9854

1,699 1,755 1,755 16 9 6 5 4257.17 16 9 6 51,648 1,755 1,7551,985

41,788 1,755 1,788 16 9 6 5 4

262.12 16 9 6 51,679 1,755 1,7551,9854

1,822 1,755 1,822 17 10 6 5 4237.77 16 9 6 51,523 1,755 1,7551,985

41,653 1,755 1,755 16 9 6 5 4

200.74 16 9 6 51,286 1,755 1,7551,9854

1,395 1,755 1,755 16 9 6 5 4215.43 16 9 6 51,380 1,755 1,7551,985

41,498 1,755 1,755 16 9 6 5 4

221.20 16 9 6 51,417 1,755 1,7551,9854

1,538 1,755 1,755 16 9 6 5 4194.25 16 9 6 5

1,9851,244 1,755 1,7551,9851,654 1,755 1,755

9 6 5 41,350 1,755 1,755 16

4516 9 6 5 4

616 91,794 1,755 1,794 16 9 6 5 4

1,750 1,755 1,7551,9851,98510 7 5 41,899 1,755 1,899 17

4516 9 6 5 41,939 1,755 1,939 18

1,600 1,755 1,75510 7 6 4 1,787 1,755 1,787

Mcx(KN-m)

16 9 6 5

165 1,985

1,9854

1,736 1,755 1,7551,8471,847 1,755

16 9 617 10 6 5

25Assupplied


1,755(mm²) 12

AssuppliedAsminx

2,004

No. of Bars2520 22


Mcy(KN-m)

18 10 7 64

Asy(mm²) (mm²)

Asminy

12 16 20

246.00


95.0fLyLx9.0

Muy25.05.0I

AAsx.pcsbar

)dI(f95.0M

Asx

bdf156.0Mcy2

2Cx

2Lx

LyqMuy

cu2a

bar

ay

uy

2cu

2

max

≤−+=

=

=

=

−

=

95.0fLxLy9.0

Mux25.05.0I

AAsy.pcsbar

)dI(f95.0MAsy

bdf156.0Mcx2

2Cy

2Ly

LxqMux

cu2a

bar

ay

ux

2cu

2

max

≤−+=

=

=

=

−

=

Asx Asy

Ly

Lx

cy

cx

x

y

BottomReinforcement

_____

| |

| |

_____INDRA

14-AUG-2007





verified





verified

Remarks

verifiedverified

886.12

886.12886.12886.12886.12

886.12886.12886.12886.12

886.12886.12886.12886.12

886.12886.12886.12886.12

Vcp

(KN)886.12886.12886.12886.12

792.60781.51704.61

847.79834.86744.66563.57682.38669.45580.33687.18

331.21298.61

283.71245.95291.23335.91

353.82315.59238.84289.19

312.17296.67306.23359.30

261.51243.68288.62318.18

313.33424.82

235.80268.51

338.62 427.79

349.89303.19 715.40

799.00

432.49413.80

222223224225

218219220221

214215216217

210211212213

206207208209

202203204205

274.57316.69312.26281.53

225.18272.65267.48231.88

288.71338.74333.58297.54

272.11299.98294.32279.70

222.31253.15246.55229.74

285.84319.25312.64295.40

413.80415.19413.80413.80

413.80413.80413.80413.80

413.80424.62422.45413.80

413.80413.80413.80413.80

413.80413.80413.80413.80

Comb

329.87

Vcx

(KN)

Vucx

x Direction

201


782.47739.32556.39


886.12886.12

Vup


825.59

633.58617.05

886.12886.12 verified


736.60

574.99681.03750.77

700.03722.57

413.80424.65426.65413.80413.80413.80413.80413.80417.87434.10436.33413.80413.80416.35419.01413.80413.80

413.80

(KN)

413.80413.80413.80416.87

416.31413.80 331.61413.80

(KN)420.88


(KN)

Vucy


x

y

cx

cy

cx+d

cy+dL

B


shear


shear



cy+3d

cx+3d

Ly

Lx


_____

| |

| |

_____INDRA

14-AUG-2007


4.1.4 Footing F-4

4.1.4.1 Given

Parameters




Dimensions:


Notations:


1.51.5

1.251.25

Wind Eq

500500

1550350

350292

102 kPa127 kPa

26002600

0.575

161650

30460

17.623.5

Ly

Lx

cy

cx

x

y

_____

| |

| |

_____INDRA

14-AUG-2007




0.0096 0.0120 1.0499 0.95010.0096 0.0158 1.0587 0.94130.0172 0.0021 1.0445 0.95550.0020 0.0017 1.0085 0.99150.0087 0.0198 1.0658 0.93420.0088 0.0225 1.0721 0.92790.0202 0.0017 1.0505 0.94950.0029 0.0010 1.0091 0.99090.0097 0.0152 1.0575 0.94250.0097 0.0182 1.0645 0.93550.0188 0.0018 1.0474 0.95260.0005 0.0013 1.0040 0.99600.0096 0.0046 1.0326 0.96740.0096 0.0084 1.0414 0.95860.0143 0.0019 1.0373 0.96270.0049 0.0019 1.0158 0.98420.0087 0.0085 1.0396 0.96040.0087 0.0112 1.0458 0.95420.0158 0.0013 1.0396 0.96040.0016 0.0014 1.0070 0.9930

0.95630.0096 0.0063 1.0367 0.9633

0.01530.0097 0.0093 1.0437

754.72751.21750.65

581.37577.27576.62747.14

732.80728.70728.06572.53

752.88752.26751.99723.96

725.17730.65729.93729.62573.74579.22578.50578.19

9.03 7.21

1.59 12.9611.88 7.23

1.26 1.4711.4112.98

1.6611.745.055.03

0.3613.767.077.05

859.40 8.612.94

11.187.057.040.939.17

224225

220221222223

216217218219

212213214215

208209210211

204205206207

Comb

201202203

4.2137.0320.6520.60

-4.7433.5614.4414.38

1.0339.3220.2020.14

10.5430.7220.5920.56

2.6526.1914.3714.34

8.4131.9620.1320.11

25.79 552.28 0.00 0.00-33.94 552.84 0.00 0.00-4.54 556.35 0.00 0.00-3.61 548.77 0.00 0.0032.60 378.25 0.00 0.00-37.08 378.90 0.00 0.00-2.79 383.00 0.00 0.00-1.70 374.16 0.00 0.00

530.33 0.00 0.0031.70 529.68 0.00 0.00

-3.68 534.43 0.00 0.00-2.59 525.59 0.00 0.009.82 553.62 0.00 0.00

-17.98 553.89 0.00 0.00-4.03 554.51 0.00 0.00-4.12 549.81 0.00 0.0013.98 379.82 0.00 0.00-18.46 380.12 0.00 0.00-2.19 380.85 0.00 0.00-2.30 375.37 0.00 0.0013.08 531.25 0.00 0.00-19.35 531.56 0.00 0.00

10.757.217.20

-3.19 526.80 0.00 0.00-3.08 532.28 0.00

0.00

5.035.023.69

0.00

748.18

0.770.804.586.77

110107105106

84827980

107103101102

109107107108

84828282

106104103104

1151148590

116115108114

8989

112116

1131128589


kminkmaxeuyBF



116117

112113114115

108109110111

101102103104105106107

3.5130.8617.2117.16

0.7328.0914.4314.39

8.7925.6017.1617.14

6.0122.8314.3814.36

21.49 460.23 0.00 0.00-28.28 460.70 0.00 0.00-3.79 463.62 0.00 0.00-3.01 457.31 0.00 0.0022.64 378.35 0.00 0.00-27.13 378.81 0.00 0.00-2.63 381.73 0.00 0.00-1.85 375.42 0.00 0.008.19 461.35 0.00 0.00

-14.98 461.57 0.00 0.00-3.36 462.09 0.00 0.00-3.44 458.18 0.00 0.00

379.68 0.00 0.009.34 379.46 0.00 0.00

-2.28 376.29 0.00 0.00-2.20 380.20 0.00 0.00

-13.83

0.0020

1.0470.00910.01500.0114

1.042

0.01641.052 0.9481.008 0.992

0.01370.0016

1.058 0.942

1.031 0.969

0.9581.056 0.944

1.004 0.9961.043 0.957

1.015 0.9851.035 0.965

1.039 0.9611.033 0.967

0.9751.012 0.9881.035 0.965

7.52 6.01

1.33 10.809.90 6.02

7.93 5.041.05 1.23

0.260.92 9.839.49 5.05

95.0084.0282.6082.1482.6595.6694.2493.7994.57

102.07102.93102.050.953


qmin

(KPa)qmax

(KPa)kmin

MyBF

(KN-m)NBF


eyBF

(m)(KN-m)Mx

-3.40 460.47 0.00 0.00

My

(KN)97.0

24.61 -4.99 661.03 0.00

658.84

0.00110.0016

∞

101.16101.46100.6285.1989.48

84.57

1.0250.00140.00130.0084

0.0043

0.00180.0018

∞ 37.4 95.6

22.0

76.7 10.3 ∞

∞ 20.0

12.90.0079 ∞ ∞ 19.21.039 0.961

0.00870.00470.01360.00910.00910.00040.01690.0088

∞

∞∞ 94.2 12.7 ∞∞ ∞ 47.8

20.9∞ ∞ 20.1

98.3

∞ ∞ 20.1 30.9

∞ 95.8

∞ ∞ 19.2 40.3∞ ∞ ∞ ∞

12.779.0 ∞ 20.0 10.6

79.7 10.7 87.4∞ ∞ 93.5 ∞

∞ 19.2 15.386.6 ∞ 19.2 11.7∞

577.83578.05

99.9286.0088.5888.8888.3198.58

660.46659.94659.72

0.65

5.242.87

0.00190.0163

94.6

1.190.800.774.843.271.20

∞

6.01

0.01380.0087

∞

6.006.00

0.0087

82.1480.42

92.81

80.8996.2293.7992.06

90.3589.7497.77

verifiedverified

1.18 8.96

5.033.07

2.107.995.03

0.0057

Vux

(KN)Vuy


580.11577.18576.72

573.79

656.55

578.57

Comb Vx

(KN)


(KN-m)N

(KN)Vy

0.003717.19

659.07658.61

655.68661.99

574.66

0.0091

0.5911.1013.29-37.98

0.989291

111117118117

1.290.913.446.291.411.444.896.46

1.081.12

1241.751090.0041 0.0015 1.0129112

0.00200.9871

0.0015 1.0387 0.9613

(KPa)qumin

0.9722 131(m)

qumax

(KPa)0.0100 1.0278


verifiedverified

verifiedverified

verifiedverified



verified

Remarks(m)exBF

0.0091 0.0018 ∞ 19.2

allowmax

minBF

minmaxBF

max

minmaxx

BF

y

BF

x

BF

y

BFmin

x

BF

y

BFmax

x

BF

y

BF

qq:Note

kLyLx

Nq,k

LyLxN

q


Ley6

if

Lex6

Ley6

1k&Lex6

Ley6

1k,00.1Lex6

Ley6

if

<

==

==>

+

−−=++=≤

+

( )[ ] [ ]( ) ( )

BF

BFBF

BF

BFBF

BFBF

yxcyxsBF

NMxey&

NMyex

ZVxMyMy&ZVyMxMx

hLLhHLLNN

==

+=−=

γ+−γ+=



MomentsistingRe.S.F

)SLDG(

)OM(

==>µ=

==>=

allowmax

minBF

minmaxBF

max

minmaxx

BFUX

y

BFUY

x

BFUX

y

BFUYmin

x

BFUX

y

BFUYmax

x

BFUX

y

BFUY

qq:Note

kLyLx

Nuqu,k

LyLxNu

qu


e6L

e6if

Le6

Le6

1k&L

e6L

e61k,00.1

Le6

Le6

if

<

==

==>

+

−−=++=≤

+

_____

| |

| |

_____INDRA

14-AUG-2007





1. Asx ≥ 0.0013 Ly h


3. Muy < Mcy



1. Asy ≥ 0.0013 Lx h


3. Mux < Mcx

1,545

1,0371,037

1,0371,037

Mux(KN-m)187.28155.74

1,037

1,0371,0371,0371,037

160.91161.52160.38

168.62

129.49

166.10164.64154.11162.73

128.27

167.10

Muy(KN-m)

131.22130.30159.75167.14

164.46163.24122.49

127.44161.14165.58

187.28155.74160.91161.52160.38122.49127.67

1,0371,037

1,0371,037

1,0371,0371,0371,037

1,0371,0371,0371,037

1,0371,0371,0371,037

222223224225

218219220221

214215216217

210211212213

201202203204205206207208209

313 7 5 41,378 1,183 1,3781,0373

1,378 1,183 1,378 13 7 5 4 3168.62 13 7 5 41,391 1,183 1,3911,037

31,391 1,183 1,391 13 7 5 4 3

167.14 13 7 5 41,379 1,183 1,3791,0373

1,379 1,183 1,379 13 7 5 4 3159.75 12 7 5 41,318 1,183 1,3181,037

31,318 1,183 1,318 12 7 5 4 3

130.30 11 6 4 41,075 1,183 1,1831,0373

1,075 1,183 1,183 11 6 4 4 3131.22 11 6 4 41,082 1,183 1,1831,037

31,082 1,183 1,183 11 6 4 4 3

129.49 11 6 4 41,068 1,183 1,1831,0373

1,068 1,183 1,183 11 6 4 4 3122.49 11 6 4 41,010 1,183 1,1831,037

31,010 1,183 1,183 11 6 4 4 3

163.24 12 7 5 41,347 1,183 1,3471,0373

1,347 1,183 1,347 12 7 5 4 3164.46 12 7 5 41,357 1,183 1,3571,037

31,357 1,183 1,357 12 7 5 4 3

162.73 12 7 5 41,342 1,183 1,3421,0373

1,342 1,183 1,342 12 7 5 4 3154.11 12 7 5 41,271 1,183 1,2711,037

31,271 1,183 1,271 12 7 5 4 3

164.64 13 7 5 41,358 1,183 1,3581,0373

1,358 1,183 1,358 13 7 5 4 3166.10 13 7 5 41,370 1,183 1,3701,037

31,370 1,183 1,370 13 7 5 4 3

165.58 13 7 5 41,366 1,183 1,3661,0373

1,366 1,183 1,366 13 7 5 4 3161.14 12 7 5 41,329 1,183 1,3291,037

31,329 1,183 1,329 12 7 5 4 3

127.44 11 6 4 41,051 1,183 1,1831,0373

1,051 1,183 1,183 11 6 4 4 3128.27 11 6 4 41,058 1,183 1,1831,037

31,058 1,183 1,183 11 6 4 4 3

127.67 11 6 4 41,053 1,183 1,1831,0373

1,053 1,183 1,183 11 6 4 4 3122.49 11 6 4 4

1,0371,010 1,183 1,1831,0371,323 1,183 1,323

6 4 4 31,010 1,183 1,183 11

3412 7 5 4 3

512 71,323 1,183 1,323 12 7 5 4 3

1,332 1,183 1,3321,0371,0377 5 4 31,332 1,183 1,332 12

3412 7 5 4 31,327 1,183 1,327 12

1,285 1,183 1,2857 5 4 3 1,327 1,183 1,327

Mcx(KN-m)

12 7 5 4

164 1,037

1,0374

1,285 1,183 1,2851,5451,545 1,183

12 7 514 8 5 5

25Assupplied


1,183(mm²) 12

AssuppliedAsminx

1,545

No. of Bars2520 22


Mcy(KN-m)

14 8 5 53

Asy(mm²) (mm²)

Asminy

12 16 20

167.10


95.0fLyLx9.0

Muy25.05.0I

AAsx.pcsbar

)dI(f95.0M

Asx

bdf156.0Mcy2

2Cx

2Lx

LyqMuy

cu2a

bar

ay

uy

2cu

2

max

≤−+=

=

=

=

−

=

95.0fLxLy9.0

Mux25.05.0I

AAsy.pcsbar

)dI(f95.0MAsy

bdf156.0Mcx2

2Cy

2Ly

LxqMux

cu2a

bar

ay

ux

2cu

2

max

≤−+=

=

=

=

−

=

Asx Asy

Ly

Lx

cy

cx

x

y

BottomReinforcement

_____

| |

| |

_____INDRA

14-AUG-2007





verified





verified

Remarks

verifiedverified

646.34

646.34646.34646.34646.34

646.34646.34646.34646.34

646.34646.34646.34646.34

646.34646.34646.34646.34

Vcp

(KN)646.34646.34646.34646.34

567.51572.55567.38

552.56558.43554.28415.91439.67445.54442.44542.42

231.86229.77

180.43179.17219.66229.82

226.14224.46168.43178.05

228.39226.39211.91223.77

176.38175.23221.58227.68

220.53308.84

168.43175.55

221.26 308.45

257.52214.15 528.81

546.38

324.45305.11

222223224225

218219220221

214215216217

210211212213

206207208209

202203204205

219.66229.82231.86229.77

168.43178.05180.43179.17

211.91223.77226.14224.46

221.58227.68228.39226.39

168.43175.55176.38175.23

214.15221.26222.10220.53

307.70312.38313.30312.35

296.83296.83296.83296.83

304.04309.61310.70309.93

308.60311.40311.73310.81

296.83296.83296.83296.83

Comb

257.52

Vcx

(KN)

Vucx

x Direction

201


548.45544.56415.92


646.34646.34

Vup


635.91

433.49435.56

646.34646.34 verified


563.98

432.71547.16562.21

559.04523.29

312.35313.30312.38307.70296.83296.83296.83296.83309.93310.70309.61304.04310.81311.73311.40308.60296.83

305.11

(KN)

296.83296.83296.83308.11

308.45308.84 222.10308.11

(KN)324.45


(KN)

Vucy


x

y

cx

cy

cx+d

cy+dL

B


shear


shear



cy+3d

cx+3d

Ly

Lx


_____

| |

| |

_____INDRA

14-AUG-2007


4.1.5 Footing F-5

4.1.5.1 Given

Parameters




Dimensions:


Notations:


1.51.5

1.251.25

Wind Eq

350400

1500300

300232

101 kPa126 kPa

10001000

0.575

121250

30460

17.623.5

Ly

Lx

cy

cx

x

y

_____

| |

| |

_____INDRA

14-AUG-2007




0.0023 0.0213 1.1410 0.85900.0022 0.0088 1.0662 0.93380.0149 0.0132 1.1686 0.83140.0142 0.0174 1.1894 0.81060.0010 0.0240 1.1499 0.85010.0009 0.0016 1.0151 0.98490.0221 0.0102 1.1936 0.80640.0330 0.0170 1.2995 0.70050.0011 0.0238 1.1496 0.85040.0011 0.0055 1.0393 0.96070.0190 0.0122 1.1867 0.81330.0252 0.0183 1.2609 0.73910.0023 0.0181 1.1222 0.87780.0022 0.0119 1.0851 0.91490.0104 0.0140 1.1459 0.85410.0073 0.0163 1.1420 0.85800.0010 0.0183 1.1159 0.88410.0010 0.0072 1.0491 0.95090.0149 0.0112 1.1570 0.84300.0178 0.0149 1.1963 0.8037

0.93280.0011 0.0192 1.1218 0.8782

0.01280.0011 0.0101 1.0672

110.5597.8597.95

78.1863.3763.4985.26

92.2877.4777.5948.67

105.6397.9598.0062.78

68.3786.5577.5977.6554.2772.4563.4863.54

2.08 0.22

1.46 1.650.86 0.22

1.48 1.211.520.10

1.601.730.060.06

1.581.750.080.09

114.09 0.280.941.110.090.090.971.08

224225

220221222223

216217218219

212213214215

208209210211

204205206207

Comb

201202203

-4.035.490.730.74

-5.355.750.200.21

-5.275.830.280.29

-2.213.650.730.74

-3.223.610.200.21

-3.143.690.290.29

6.94 69.78 0.00 0.002.87 69.68 0.00 0.004.87 82.38 0.00 0.004.95 57.09 0.00 0.005.08 35.32 0.00 0.000.33 35.20 0.00 0.002.66 50.01 0.00 0.002.75 20.50 0.00 0.00

49.30 0.00 0.006.16 49.42 0.00 0.00

3.74 64.11 0.00 0.003.83 34.61 0.00 0.005.92 69.83 0.00 0.003.90 69.78 0.00 0.004.91 77.46 0.00 0.004.90 61.89 0.00 0.003.88 35.37 0.00 0.001.53 35.31 0.00 0.002.71 44.28 0.00 0.002.70 26.10 0.00 0.004.97 49.48 0.00 0.002.61 49.42 0.00 0.00

1.100.220.22

3.78 40.20 0.00 0.003.79 58.38 0.00

0.00

0.060.060.66

0.00

90.06

0.810.811.490.78

69929184

34636254

46757466

77909086

44616056

56737268

81896393

10611079

110

6771

103121

83876584


kminkmaxeuyBF



116117

112113114115

108109110111

101102103104105106107

-3.364.570.610.61

-3.764.170.200.21

-1.843.040.610.61

-2.242.640.200.21

5.78 58.15 0.00 0.002.39 58.07 0.00 0.004.06 68.65 0.00 0.004.12 47.57 0.00 0.004.40 35.30 0.00 0.001.01 35.21 0.00 0.002.67 45.80 0.00 0.002.74 24.72 0.00 0.004.93 58.19 0.00 0.003.25 58.15 0.00 0.004.09 64.55 0.00 0.004.08 51.57 0.00 0.00

35.30 0.00 0.003.55 35.34 0.00 0.00

2.70 28.72 0.00 0.002.71 41.70 0.00 0.001.86

0.0126

1.1330.00210.00830.0201

1.160

0.00481.131 0.8691.178 0.822

0.02080.0163

1.034 0.966

1.116 0.884

0.8401.063 0.937

1.221 0.7791.166 0.834

1.134 0.8661.139 0.861

1.059 0.9411.106 0.894

0.9021.156 0.8441.138 0.862

1.73 0.18

1.22 1.370.72 0.18

1.32 0.061.24 1.01

1.130.80 1.250.30 0.06

77.8247.9960.2559.7556.7569.0879.8879.3876.38

112.3591.6497.840.867


qmin

(KPa)qmax

(KPa)kmin

MyBF

(KN-m)NBF


eyBF

(m)(KN-m)Mx

4.09 58.11 0.00 0.00

My

(KN)10.6

0.93 6.00 85.92 0.00

86.28

0.01550.0108

35.2

105.5793.2796.3464.5986.27

41.19

1.0980.01420.01160.0088

0.0171

0.01540.0132

72.3 21.7 9.8

13.3

29.6 8.9 13.8

∞ ∞

15.20.0113 44.3 ∞ 70.81.080 0.920

0.00100.00690.00980.00210.00210.02130.01690.0009

32.5

10.543.0 44.2 13.3 12.935.1 42.3 12.7

17.056.7 ∞ ∞

11.3

29.9 ∞ ∞ 9.0

37.7 50.8

29.2 ∞ 70.3 8.832.2 23.4 7.0 9.7

7.2∞ ∞ ∞ 31.4

35.3 10.6 11.930.6 37.6 11.3 9.2

∞ 70.4 7.560.0 ∞ 71.3 18.024.9

63.5163.47

94.7465.7979.4967.1970.2790.40

92.7286.3286.36

0.82

0.971.48

0.01330.0142

24.0

1.230.810.810.561.061.23

46.1

0.18

0.01130.0010

39.8

0.180.18

0.0010

61.6661.21

74.81

55.1862.2881.2980.84

65.5671.7689.20

verifiedverified

1.23 0.91

0.060.55

0.670.790.06

0.0168

Vux

(KN)Vuy


73.9763.3863.47

52.89

79.74

69.87

Comb Vx

(KN)


(KN-m)N

(KN)Vy

0.01180.61

86.2486.32

75.7496.82

56.89

0.0021

0.831.850.421.42

0.806473

101129104112

1.121.151.771.171.471.471.160.46

1.141.13

1021.80810.0138 0.0166 1.1822

100

0.01580.8178

0.0132 1.1556 0.8444

(KPa)qumin

0.8906 127(m)

qumax

(KPa)0.0025 1.1094


verifiedverified

verifiedverified

verifiedverified



verified

Remarks(m)exBF

0.0021 0.0142 ∞ 70.8

allowmax

minBF

minmaxBF

max

minmaxx

BF

y

BF

x

BF

y

BFmin

x

BF

y

BFmax

x

BF

y

BF

qq:Note

kLyLx

Nq,k

LyLxN

q


Ley6

if

Lex6

Ley6

1k&Lex6

Ley6

1k,00.1Lex6

Ley6

if

<

==

==>

+

−−=++=≤

+

( )[ ] [ ]( ) ( )

BF

BFBF

BF

BFBF

BFBF

yxcyxsBF

NMxey&

NMyex

ZVxMyMy&ZVyMxMx

hLLhHLLNN

==

+=−=

γ+−γ+=



MomentsistingRe.S.F

)SLDG(

)OM(

==>µ=

==>=

allowmax

minBF

minmaxBF

max

minmaxx

BFUX

y

BFUY

x

BFUX

y

BFUYmin

x

BFUX

y

BFUYmax

x

BFUX

y

BFUY

qq:Note

kLyLx

Nuqu,k

LyLxNu

qu


e6L

e6if

Le6

Le6

1k&L

e6L

e61k,00.1

Le6

Le6

if

<

==

==>

+

−−=++=≤

+

_____

| |

| |

_____INDRA

14-AUG-2007





1. Asx ≥ 0.0013 Ly h


3. Muy < Mcy



1. Asy ≥ 0.0013 Lx h


3. Mux < Mcx

69

252252

252252

Mux(KN-m)

5.703.64

252

252252252252

4.503.733.92

5.51

4.93

5.615.814.185.78

3.52

5.90

Muy(KN-m)

3.403.865.366.82

4.254.713.34

3.745.436.39

6.684.275.284.374.603.434.43

252252

252252

252252252252

252252252252

252252252252

222223224225

218219220221

214215216217

210211212213

201202203204205206207208209

14 2 2 252 390 3902521

61 390 390 4 2 2 2 14.69 4 2 2 249 390 390252

157 390 390 4 2 2 2 1

5.81 4 2 2 260 390 3902521

71 390 390 4 2 2 2 14.56 4 2 2 247 390 390252

156 390 390 4 2 2 2 1

3.29 4 2 2 234 390 3902521

40 390 390 4 2 2 2 12.89 4 2 2 230 390 390252

135 390 390 4 2 2 2 1

4.20 4 2 2 244 390 3902521

51 390 390 4 2 2 2 12.85 4 2 2 230 390 390252

135 390 390 4 2 2 2 1

4.01 4 2 2 242 390 3902521

49 390 390 4 2 2 2 13.62 4 2 2 238 390 390252

144 390 390 4 2 2 2 1

4.93 4 2 2 251 390 3902521

60 390 390 4 2 2 2 13.56 4 2 2 237 390 390252

143 390 390 4 2 2 2 1

4.95 4 2 2 251 390 3902521

60 390 390 4 2 2 2 14.78 4 2 2 250 390 390252

158 390 390 4 2 2 2 1

5.45 4 2 2 257 390 3902521

66 390 390 4 2 2 2 14.63 4 2 2 248 390 390252

156 390 390 4 2 2 2 1

3.19 4 2 2 233 390 3902521

39 390 390 4 2 2 2 13.00 4 2 2 231 390 390252

137 390 390 4 2 2 2 1

3.77 4 2 2 239 390 3902521

46 390 390 4 2 2 2 12.92 4 2 2 2

25230 390 39025241 390 390

2 2 2 136 390 390 4

124 2 2 2 1

24 248 390 390 4 2 2 2 1

39 390 3902522522 2 2 145 390 390 4

124 2 2 2 155 390 390 4

38 390 3902 2 2 1 47 390 390

Mcx(KN-m)

4 2 2 2

161 252

2521

44 390 39039059 390

4 2 24 2 2 2

25Assupplied


390(mm²) 12

AssuppliedAsminx

390

No. of Bars2520 22


Mcy(KN-m)

4 2 2 21

Asy(mm²) (mm²)

Asminy

12 16 20

5.03


95.0fLyLx9.0

Muy25.05.0I

AAsx.pcsbar

)dI(f95.0M

Asx

bdf156.0Mcy2

2Cx

2Lx

LyqMuy

cu2a

bar

ay

uy

2cu

2

max

≤−+=

=

=

=

−

=

95.0fLxLy9.0

Mux25.05.0I

AAsy.pcsbar

)dI(f95.0MAsy

bdf156.0Mcx2

2Cy

2Ly

LxqMux

cu2a

bar

ay

ux

2cu

2

max

≤−+=

=

=

=

−

=

Asx Asy

Ly

Lx

cy

cx

x

y

BottomReinforcement

_____

| |

| |

_____INDRA

14-AUG-2007





verified





verified

Remarks

verifiedverified

397.24

397.24397.24397.24397.24

397.24397.24397.24397.24

397.24397.24397.24397.24

397.24397.24397.24397.24

Vcp

(KN)397.24397.24397.24397.24

(18.91)(15.28)(16.36)

(16.03)(11.79)(13.06)(9.26)

(13.66)(9.42)

(10.69)(14.85)

9.7010.39

5.986.799.43

12.01

7.498.305.888.68

9.8810.237.36

10.18

6.196.599.56

11.26

8.1098.54

6.047.80

9.30 98.54

11.777.52 (11.84)

(14.64)

98.5498.54

222223224225

218219220221

214215216217

210211212213

206207208209

202203204205

6.908.787.097.60

4.306.354.374.96

5.387.455.486.07

6.998.237.237.48

4.425.704.534.82

5.506.805.635.92

98.5498.5498.5498.54

98.5498.5498.5498.54

98.5498.5498.5498.54

98.5498.5498.5498.54

98.5498.5498.5498.54

Comb

8.61

Vcx

(KN)

Vucx

x Direction

201


(12.12)(12.75)(9.51)


397.24397.24

Vup


(18.53)

(12.27)(9.75)

397.24397.24 verified


(15.56)

(10.38)(15.06)(17.72)

(16.10)(11.59)

98.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.5498.54

98.54

(KN)

98.5498.5498.5498.54

98.5498.54 7.7098.54

(KN)98.54


(KN)

Vucy


x

y

cx

cy

cx+d

cy+dL

B


shear


shear



cy+3d

cx+3d

Ly

Lx


_____

| |

| |

_____INDRA

14-AUG-2007


0.000

00.0

125

0.0

250

0.037

50.0

500

0.062

50.0

750

0.0

875

0.1

000

0.1

250

0.150

00.1

750

0.200

00.2

250

0.2

500

0.275

00.3

000

0.325

00.3

500

0.375

00.4

000

0.0

000

1.000

01.0

750

1.1

500

1.225

01.3

000

1.375

01.4

500

1.5

250

1.6

000

1.7

500

1.900

02.0

500

2.220

02.4

300

2.6

700

2.960

03.3

300

3.810

04.4

400

5.330

06.6

700

0.0

125

1.075

01.1

500

1.2

250

1.300

01.3

750

1.450

01.5

250

1.6

000

1.6

750

1.8

260

1.978

02.1

330

2.310

02.5

250

2.7

750

3.078

03.4

650

3.960

04.6

200

5.540

06.9

350

0.0

250

1.150

01.2

250

1.3

000

1.375

01.4

500

1.525

01.6

000

1.6

750

1.7

500

1.9

030

2.055

02.2

150

2.400

02.6

200

2.8

800

3.195

03.6

000

4.110

04.8

000

5.750

07.2

000

0.0

375

1.225

01.3

000

1.3

750

1.450

01.5

250

1.600

01.6

750

1.7

500

1.8

250

1.9

790

2.133

02.2

980

2.490

02.7

150

2.9

850

3.313

03.7

350

4.260

04.9

800

5.960

07.4

650

0.0

500

1.300

01.3

750

1.4

500

1.525

01.6

000

1.675

01.7

500

1.8

250

1.9

000

2.0

550

2.210

02.3

800

2.580

02.8

100

3.0

900

3.430

03.8

700

4.410

05.1

600

6.170

07.7

300

0.0

625

1.375

01.4

500

1.5

250

1.600

01.6

750

1.750

01.8

250

1.9

000

1.9

750

2.1

360

2.298

02.4

750

2.683

02.9

250

3.2

180

3.570

04.0

230

4.593

05.3

680

6.418

08.0

480

0.0

750

1.450

01.5

250

1.6

000

1.675

01.7

500

1.825

01.9

000

1.9

750

2.0

500

2.2

180

2.385

02.5

700

2.785

03.0

400

3.3

450

3.710

04.1

750

4.775

05.5

750

6.665

08.3

650

0.0

875

1.525

01.6

000

1.6

750

1.750

01.8

250

1.900

01.9

750

2.0

500

2.1

250

2.2

990

2.473

02.6

650

2.888

03.1

550

3.4

730

3.850

04.3

280

4.958

05.7

830

6.913

08.6

830

0.1

000

1.600

01.6

750

1.7

500

1.825

01.9

000

1.975

02.0

500

2.1

250

2.2

000

2.3

800

2.560

02.7

600

2.990

03.2

700

3.6

000

3.990

04.4

800

5.140

05.9

900

7.160

09.0

000

0.1

250

1.750

01.8

260

1.9

030

1.979

02.0

550

2.136

02.2

180

2.2

990

2.3

800

2.5

700

2.760

02.9

900

3.250

03.5

550

3.9

100

4.325

04.8

800

5.585

06.5

150

7.805

09.8

000

0.1

500

1.900

01.9

780

2.0

550

2.133

02.2

100

2.298

02.3

850

2.4

730

2.5

600

2.7

600

2.960

03.2

200

3.510

03.8

400

4.2

200

4.660

05.2

800

6.030

07.0

400

8.450

010.6

000

0.1

750

2.050

02.1

330

2.2

150

2.298

02.3

800

2.475

02.5

700

2.6

650

2.7

600

2.9

900

3.220

03.5

000

3.810

04.1

600

4.5

500

5.080

05.7

300

6.550

07.6

600

9.170

011.5

000

0.2

000

2.220

02.3

100

2.4

000

2.490

02.5

800

2.683

02.7

850

2.8

880

2.9

900

3.2

500

3.510

03.8

100

4.130

04.5

000

4.9

700

5.540

06.2

400

7.120

08.3

300

9.980

0

0.2

250

2.430

02.5

250

2.6

200

2.715

02.8

100

2.925

03.0

400

3.1

550

3.2

700

3.5

550

3.840

04.1

600

4.500

04.9

300

5.4

800

6.050

06.8

300

7.820

09.1

300

10.

900

0

0.2

500

2.670

02.7

750

2.8

800

2.985

03.0

900

3.218

03.3

450

3.4

730

3.6

000

3.9

100

4.220

04.5

500

4.970

05.4

800

6.0

000

6.670

07.5

000

8.570

010

.0000

12.

000

0

0.2

750

2.960

03.0

780

3.1

950

3.313

03.4

300

3.570

03.7

100

3.8

500

3.9

900

4.3

250

4.660

05.0

800

5.540

06.0

500

6.6

700

7.410

08.3

700

9.550

011

.1000

0.3

000

3.330

03.4

650

3.6

000

3.735

03.8

700

4.023

04.1

750

4.3

280

4.4

800

4.8

800

5.280

05.7

300

6.240

06.8

300

7.5

000

8.370

09.3

700

10.

800

0

0.3

250

3.810

03.9

600

4.1

100

4.260

04.4

100

4.593

04.7

750

4.9

580

5.1

400

5.5

850

6.030

06.5

500

7.120

07.8

200

8.5

700

9.550

010.8

000

0.3

500

4.440

04.6

200

4.8

000

4.980

05.1

600

5.368

05.5

750

5.7

830

5.9

900

6.5

150

7.040

07.6

600

8.330

09.1

300

10.0

000

11.

100

0

0.3

750

5.330

05.5

400

5.7

500

5.960

06.1

700

6.418

06.6

650

6.9

130

7.1

600

7.8

050

8.450

09.1

700

9.980

010

.9000

12.0

000

0.4

000

6.670

06.9

350

7.2

000

7.465

07.7

300

8.048

08.3

650

8.6

830

9.0

000

9.8

000

10.

600

011

.5000

150

175

200

225

250

300

≥ 40

0≤

0.15

0.4

60.4

40.

43

0.4

10.

40

0.3

8

0.5

40.5

20.

50

0.4

90.

48

0.4

6

0.6

80.6

60.

64

0.6

20.

59

0.5

7

0.7

60.7

50.

72

0.7

00.

69

0.6

4

0.8

60.8

30.

80

0.7

80.

75

0.7

2

0.9

80.9

50.

91

0.8

80.

86

0.8

3

1.0

81.0

41.

01

0.9

70.

95

0.9

1

≥ 3.

00

1.2

31.1

91.

15

1.1

11.

08

1.0

4

For

Char

acte

rist

ic s

tren

gths

oth

er

than

30 N

/m

m² th

e va

lues

in t

he

tabl

e m

ay b

e m

ultiplie

d

by (

f cu/25)

1/3/1.

06.

The v

alue

of fc

u s

hould

not

be

great

er

than

40

N/m

m².

ex / B

100A

s/bd

0.2

5

2.0

0

ey

/ L

TA

BLE 1

- K

Fac

tor

0.97

1.0

00.

67

1.5

00.

76

TA

BLE 2

- V

alue o

f U

ltim

ate S

hear

Str

ess

Eff

ective

depth

(m

m)

0.36

0.42

0.85

0.5

00.

53

0.7

50.

61

_____

| |

| |

_____INDRA

14-AUG-2007


4.3 Beam & Column Design

TABLE: Concrete Design 2 - Beam Summary Data - BS8110 97Frame Design Design Location FTopCombo Ftop FBotCombo Fbot VCombo VRebar

Sect Type Area AreaText Text Text mm Text mm2 Text mm2 Text mm2/mm88 1G1 Beam 250 COMB215 826 COMB218 319 COMB225 0.56588 1G1 Beam 700 COMB215 528 COMB222 319 COMB225 0.56588 1G1 Beam 1150 COMB225 319 COMB224 319 COMB225 0.56588 1G1 Beam 1600 COMB219 319 COMB214 377 COMB225 0.56589 1G1 Beam 0 COMB219 319 COMB214 382 COMB225 0.56589 1G1 Beam 450 COMB225 0 COMB214 427 COMB225 0.56589 1G1 Beam 900 COMB225 0 COMB214 448 COMB225 0.56589 1G1 Beam 1350 COMB225 0 COMB201 477 COMB225 0.56589 1G1 Beam 1800 COMB225 0 COMB201 515 COMB225 0.56590 1G1 Beam 0 COMB225 0 COMB201 514 COMB225 0.56590 1G1 Beam 500 COMB225 0 COMB215 470 COMB225 0.56590 1G1 Beam 1000 COMB225 0 COMB215 440 COMB225 0.56590 1G1 Beam 1500 COMB222 319 COMB215 381 COMB225 0.56591 1G1 Beam 0 COMB222 319 COMB215 375 COMB225 0.56591 1G1 Beam 417 COMB225 319 COMB223 319 COMB225 0.56591 1G1 Beam 833 COMB214 525 COMB223 319 COMB225 0.56591 1G1 Beam 1250 COMB214 799 COMB219 319 COMB225 0.565114 1G1 Beam 250 COMB223 561 COMB225 0 COMB225 0.565114 1G1 Beam 700 COMB225 319 COMB218 319 COMB225 0.565114 1G1 Beam 1150 COMB223 319 COMB225 319 COMB225 0.565114 1G1 Beam 1600 COMB225 0 COMB214 360 COMB225 0.565115 1G1 Beam 0 COMB225 0 COMB201 382 COMB225 0.565115 1G1 Beam 450 COMB225 0 COMB201 502 COMB225 0.565115 1G1 Beam 900 COMB225 0 COMB201 617 COMB225 0.565115 1G1 Beam 1350 COMB225 0 COMB201 727 COMB225 0.565115 1G1 Beam 1800 COMB225 0 COMB201 837 COMB225 0.565116 1G1 Beam 0 COMB225 0 COMB201 836 COMB225 0.565116 1G1 Beam 500 COMB225 0 COMB201 735 COMB225 0.565116 1G1 Beam 1000 COMB225 0 COMB201 631 COMB225 0.565116 1G1 Beam 1500 COMB225 0 COMB223 522 COMB225 0.565117 1G1 Beam 0 COMB225 0 COMB223 505 COMB225 0.565117 1G1 Beam 417 COMB225 0 COMB215 336 COMB225 0.565117 1G1 Beam 833 COMB222 319 COMB225 319 COMB225 0.565117 1G1 Beam 1250 COMB214 374 COMB219 319 COMB225 0.565118 1G1 Beam 250 COMB215 962 COMB225 0 COMB225 0.565118 1G1 Beam 700 COMB215 609 COMB218 319 COMB225 0.565118 1G1 Beam 1150 COMB225 319 COMB222 319 COMB215 0.583118 1G1 Beam 1600 COMB219 319 COMB214 383 COMB225 0.565119 1G1 Beam 0 COMB219 319 COMB214 389 COMB225 0.565119 1G1 Beam 450 COMB225 0 COMB214 477 COMB225 0.565119 1G1 Beam 900 COMB225 0 COMB201 560 COMB225 0.565119 1G1 Beam 1350 COMB225 0 COMB201 690 COMB225 0.565119 1G1 Beam 1800 COMB225 0 COMB201 803 COMB225 0.565120 1G1 Beam 0 COMB225 0 COMB201 801 COMB225 0.565120 1G1 Beam 500 COMB225 0 COMB201 686 COMB225 0.565120 1G1 Beam 1000 COMB225 0 COMB223 579 COMB225 0.565120 1G1 Beam 1500 COMB225 0 COMB215 485 COMB225 0.565121 1G1 Beam 0 COMB218 319 COMB215 473 COMB222 0.617121 1G1 Beam 417 COMB222 319 COMB225 319 COMB222 0.75121 1G1 Beam 833 COMB214 537 COMB223 319 COMB201 0.738121 1G1 Beam 1250 COMB214 884 COMB219 319 COMB201 0.71549 1G2 Beam 0 COMB225 0 COMB225 273 COMB225 0.565 _____

| |

| |

_____INDRA

14-AUG-2007


49 1G2 Beam 500 COMB224 273 COMB225 273 COMB225 0.56549 1G2 Beam 1000 COMB225 273 COMB221 273 COMB225 0.56549 1G2 Beam 1500 COMB216 418 COMB225 0 COMB225 0.56550 1G2 Beam 250 COMB217 402 COMB225 0 COMB225 0.56550 1G2 Beam 750 COMB225 273 COMB224 273 COMB225 0.56550 1G2 Beam 1250 COMB225 0 COMB225 273 COMB225 0.56550 1G2 Beam 1750 COMB225 0 COMB201 311 COMB225 0.56592 1G2 Beam 300 COMB217 522 COMB220 273 COMB225 0.56592 1G2 Beam 700 COMB217 346 COMB224 273 COMB225 0.56592 1G2 Beam 1100 COMB225 273 COMB224 273 COMB225 0.56592 1G2 Beam 1500 COMB225 273 COMB224 273 COMB225 0.56593 1G2 Beam 0 COMB225 273 COMB224 273 COMB225 0.56593 1G2 Beam 417 COMB221 273 COMB225 273 COMB225 0.56593 1G2 Beam 833 COMB225 0 COMB225 273 COMB225 0.56593 1G2 Beam 1250 COMB225 0 COMB225 273 COMB225 0.56594 1G2 Beam 0 COMB225 0 COMB225 273 COMB225 0.56594 1G2 Beam 500 COMB220 273 COMB225 273 COMB225 0.56594 1G2 Beam 1000 COMB224 273 COMB225 273 COMB225 0.56594 1G2 Beam 1500 COMB216 368 COMB221 273 COMB225 0.56595 1G2 Beam 250 COMB217 395 COMB225 0 COMB225 0.56595 1G2 Beam 750 COMB225 273 COMB224 273 COMB225 0.56595 1G2 Beam 1250 COMB221 273 COMB225 273 COMB225 0.56595 1G2 Beam 1750 COMB225 0 COMB225 273 COMB225 0.56596 1G2 Beam 0 COMB225 0 COMB225 273 COMB225 0.56596 1G2 Beam 417 COMB225 0 COMB225 273 COMB225 0.56596 1G2 Beam 833 COMB225 0 COMB225 273 COMB225 0.56596 1G2 Beam 1250 COMB220 273 COMB225 273 COMB225 0.56597 1G2 Beam 0 COMB220 273 COMB225 273 COMB225 0.56597 1G2 Beam 400 COMB224 273 COMB225 273 COMB225 0.56597 1G2 Beam 800 COMB216 301 COMB225 273 COMB216 0.60497 1G2 Beam 1200 COMB216 483 COMB225 273 COMB225 0.565104 1G2 Beam 300 COMB217 535 COMB220 273 COMB217 0.85104 1G2 Beam 700 COMB217 344 COMB224 273 COMB217 0.758104 1G2 Beam 1100 COMB225 273 COMB224 273 COMB217 0.665104 1G2 Beam 1500 COMB225 273 COMB224 273 COMB217 0.573105 1G2 Beam 0 COMB221 273 COMB225 273 COMB225 0.565105 1G2 Beam 417 COMB225 0 COMB225 273 COMB225 0.565105 1G2 Beam 833 COMB225 0 COMB225 273 COMB225 0.565105 1G2 Beam 1250 COMB225 0 COMB225 273 COMB225 0.565106 1G2 Beam 0 COMB225 0 COMB201 317 COMB225 0.565106 1G2 Beam 417 COMB225 0 COMB201 289 COMB225 0.565106 1G2 Beam 833 COMB225 0 COMB225 273 COMB225 0.565106 1G2 Beam 1250 COMB220 273 COMB225 273 COMB225 0.565107 1G2 Beam 0 COMB220 273 COMB225 273 COMB224 0.656107 1G2 Beam 400 COMB224 273 COMB225 273 COMB216 0.743107 1G2 Beam 800 COMB216 365 COMB225 273 COMB216 0.835107 1G2 Beam 1200 COMB216 574 COMB221 273 COMB216 0.77914 1G3 Beam 0 COMB222 494 COMB225 0 COMB225 0.64614 1G3 Beam 500 COMB222 317 COMB225 0 COMB225 0.64614 1G3 Beam 1000 COMB225 208 COMB225 0 COMB225 0.64614 1G3 Beam 1500 COMB221 208 COMB225 208 COMB225 0.64615 1G3 Beam 0 COMB221 208 COMB225 208 COMB225 0.64615 1G3 Beam 500 COMB223 208 COMB225 208 COMB225 0.64615 1G3 Beam 1000 COMB223 208 COMB225 208 COMB225 0.64615 1G3 Beam 1500 COMB223 208 COMB225 208 COMB225 0.646112 1G4 Beam 300 COMB225 182 COMB225 0 COMB225 0.565

_____

| |

| |

_____INDRA

14-AUG-2007


112 1G4 Beam 650 COMB225 182 COMB225 0 COMB225 0.565112 1G4 Beam 1000 COMB225 182 COMB225 0 COMB225 0.565113 1G4 Beam 0 COMB225 182 COMB225 0 COMB225 0.565113 1G4 Beam 500 COMB225 182 COMB225 0 COMB225 0.565113 1G4 Beam 1000 COMB225 0 COMB225 182 COMB225 0.565130 RB1 Beam 0 COMB225 0 COMB225 0 COMB225 0.565130 RB1 Beam 400 COMB225 0 COMB225 273 COMB225 0.565130 RB1 Beam 800 COMB225 0 COMB225 273 COMB225 0.565130 RB1 Beam 1200 COMB225 0 COMB201 311 COMB225 0.565130 RB1 Beam 1600 COMB225 0 COMB201 405 COMB225 0.565131 RB1 Beam 0 COMB225 0 COMB201 434 COMB225 0.565131 RB1 Beam 400 COMB225 0 COMB201 499 COMB225 0.565131 RB1 Beam 800 COMB225 0 COMB201 559 COMB225 0.565131 RB1 Beam 1200 COMB225 0 COMB201 617 COMB225 0.565131 RB1 Beam 1600 COMB225 0 COMB201 670 COMB225 0.565132 RB1 Beam 0 COMB225 0 COMB201 671 COMB225 0.565132 RB1 Beam 400 COMB225 0 COMB201 633 COMB225 0.565132 RB1 Beam 800 COMB225 0 COMB201 591 COMB225 0.565132 RB1 Beam 1200 COMB225 0 COMB201 546 COMB225 0.565132 RB1 Beam 1600 COMB225 0 COMB201 496 COMB225 0.565133 RB1 Beam 0 COMB225 0 COMB201 488 COMB225 0.565133 RB1 Beam 400 COMB225 0 COMB201 373 COMB225 0.565133 RB1 Beam 800 COMB225 0 COMB225 273 COMB225 0.565133 RB1 Beam 1200 COMB225 0 COMB225 273 COMB225 0.565133 RB1 Beam 1600 COMB225 273 COMB225 0 COMB225 0.565134 RB1 Beam 0 COMB225 0 COMB225 0 COMB225 0.565134 RB1 Beam 400 COMB225 0 COMB225 273 COMB225 0.565134 RB1 Beam 800 COMB225 0 COMB225 273 COMB225 0.565134 RB1 Beam 1200 COMB225 0 COMB201 309 COMB225 0.565134 RB1 Beam 1600 COMB225 0 COMB201 403 COMB225 0.565135 RB1 Beam 0 COMB225 0 COMB201 432 COMB225 0.565135 RB1 Beam 400 COMB225 0 COMB201 497 COMB225 0.565135 RB1 Beam 800 COMB225 0 COMB201 557 COMB225 0.565135 RB1 Beam 1200 COMB225 0 COMB201 614 COMB225 0.565135 RB1 Beam 1600 COMB225 0 COMB201 667 COMB225 0.565136 RB1 Beam 0 COMB225 0 COMB201 668 COMB225 0.565136 RB1 Beam 400 COMB225 0 COMB201 631 COMB225 0.565136 RB1 Beam 800 COMB225 0 COMB201 589 COMB225 0.565136 RB1 Beam 1200 COMB225 0 COMB201 544 COMB225 0.565136 RB1 Beam 1600 COMB225 0 COMB201 494 COMB225 0.565137 RB1 Beam 0 COMB225 0 COMB201 486 COMB225 0.565137 RB1 Beam 400 COMB225 0 COMB201 372 COMB225 0.565137 RB1 Beam 800 COMB225 0 COMB225 273 COMB225 0.565137 RB1 Beam 1200 COMB225 0 COMB225 273 COMB225 0.565137 RB1 Beam 1600 COMB225 0 COMB225 273 COMB225 0.565122 RG1 Beam 250 COMB215 639 COMB225 0 COMB225 0.565122 RG1 Beam 700 COMB215 401 COMB218 273 COMB225 0.565122 RG1 Beam 1150 COMB225 273 COMB222 273 COMB225 0.565122 RG1 Beam 1600 COMB225 0 COMB214 285 COMB225 0.565123 RG1 Beam 0 COMB225 0 COMB214 288 COMB225 0.565123 RG1 Beam 400 COMB225 0 COMB214 334 COMB225 0.565123 RG1 Beam 800 COMB225 0 COMB214 374 COMB225 0.565123 RG1 Beam 1200 COMB225 0 COMB201 413 COMB225 0.565123 RG1 Beam 1600 COMB225 0 COMB201 479 COMB225 0.565124 RG1 Beam 0 COMB225 0 COMB201 479 COMB225 0.565124 RG1 Beam 400 COMB225 0 COMB201 433 COMB225 0.565

_____

| |

| |

_____INDRA

14-AUG-2007


124 RG1 Beam 800 COMB225 0 COMB215 410 COMB225 0.565124 RG1 Beam 1200 COMB225 0 COMB215 388 COMB225 0.565124 RG1 Beam 1600 COMB225 0 COMB215 360 COMB225 0.565125 RG1 Beam 0 COMB225 0 COMB215 357 COMB225 0.565125 RG1 Beam 450 COMB222 273 COMB225 273 COMB225 0.565125 RG1 Beam 900 COMB214 314 COMB223 273 COMB225 0.565125 RG1 Beam 1350 COMB214 542 COMB219 273 COMB225 0.565126 RG1 Beam 250 COMB215 616 COMB225 0 COMB225 0.565126 RG1 Beam 700 COMB215 381 COMB218 273 COMB225 0.565126 RG1 Beam 1150 COMB225 273 COMB222 273 COMB225 0.565126 RG1 Beam 1600 COMB225 0 COMB214 301 COMB225 0.565127 RG1 Beam 0 COMB225 0 COMB214 304 COMB225 0.565127 RG1 Beam 400 COMB225 0 COMB214 348 COMB225 0.565127 RG1 Beam 800 COMB225 0 COMB214 387 COMB225 0.565127 RG1 Beam 1200 COMB225 0 COMB201 430 COMB225 0.565127 RG1 Beam 1600 COMB225 0 COMB201 494 COMB225 0.565128 RG1 Beam 0 COMB225 0 COMB201 495 COMB225 0.565128 RG1 Beam 400 COMB225 0 COMB201 447 COMB225 0.565128 RG1 Beam 800 COMB225 0 COMB215 418 COMB225 0.565128 RG1 Beam 1200 COMB225 0 COMB215 394 COMB225 0.565128 RG1 Beam 1600 COMB225 0 COMB215 366 COMB225 0.565129 RG1 Beam 0 COMB225 0 COMB215 362 COMB225 0.565129 RG1 Beam 450 COMB222 273 COMB225 273 COMB225 0.565129 RG1 Beam 900 COMB214 310 COMB223 273 COMB225 0.565129 RG1 Beam 1350 COMB214 539 COMB219 273 COMB225 0.565138 RG2 Beam 300 COMB217 1150 COMB225 0 COMB225 0.646138 RG2 Beam 700 COMB217 775 COMB225 0 COMB225 0.646138 RG2 Beam 1100 COMB217 433 COMB225 0 COMB201 0.694138 RG2 Beam 1500 COMB225 364 COMB224 364 COMB201 0.695139 RG2 Beam 0 COMB225 364 COMB224 364 COMB225 0.646139 RG2 Beam 500 COMB225 0 COMB216 485 COMB225 0.646139 RG2 Beam 1000 COMB225 0 COMB216 746 COMB225 0.646139 RG2 Beam 1500 COMB225 0 COMB201 1035 COMB225 0.646140 RG2 Beam 0 COMB225 0 COMB201 1047 COMB225 0.646140 RG2 Beam 500 COMB225 0 COMB201 1128 COMB225 0.646140 RG2 Beam 1000 COMB225 0 COMB201 1199 COMB225 0.646140 RG2 Beam 1500 COMB225 0 COMB201 1262 COMB225 0.646141 RG2 Beam 0 COMB225 0 COMB201 1262 COMB225 0.646141 RG2 Beam 500 COMB225 0 COMB201 1201 COMB225 0.646141 RG2 Beam 1000 COMB225 0 COMB201 1131 COMB225 0.646141 RG2 Beam 1500 COMB225 0 COMB201 1052 COMB225 0.646142 RG2 Beam 0 COMB225 0 COMB201 1040 COMB225 0.646142 RG2 Beam 500 COMB225 0 COMB217 750 COMB225 0.646142 RG2 Beam 1000 COMB225 0 COMB217 490 COMB225 0.646142 RG2 Beam 1500 COMB224 364 COMB225 364 COMB225 0.646143 RG2 Beam 0 COMB224 364 COMB225 364 COMB201 0.691143 RG2 Beam 400 COMB216 427 COMB225 0 COMB201 0.693143 RG2 Beam 800 COMB216 768 COMB225 0 COMB225 0.646143 RG2 Beam 1200 COMB216 1141 COMB225 0 COMB225 0.646144 RG2 Beam 300 COMB217 923 COMB225 0 COMB225 0.646144 RG2 Beam 700 COMB217 648 COMB225 0 COMB225 0.646144 RG2 Beam 1100 COMB217 389 COMB220 364 COMB225 0.646144 RG2 Beam 1500 COMB225 364 COMB224 364 COMB225 0.646145 RG2 Beam 0 COMB225 364 COMB224 364 COMB225 0.646145 RG2 Beam 500 COMB225 0 COMB216 395 COMB225 0.646145 RG2 Beam 1000 COMB225 0 COMB216 603 COMB225 0.646

_____

| |

| |

_____INDRA

14-AUG-2007


145 RG2 Beam 1500 COMB225 0 COMB216 800 COMB225 0.646146 RG2 Beam 0 COMB225 0 COMB216 812 COMB225 0.646146 RG2 Beam 500 COMB225 0 COMB201 863 COMB225 0.646146 RG2 Beam 1000 COMB225 0 COMB201 906 COMB225 0.646146 RG2 Beam 1500 COMB225 0 COMB201 937 COMB225 0.646147 RG2 Beam 0 COMB225 0 COMB201 937 COMB225 0.646147 RG2 Beam 500 COMB225 0 COMB201 909 COMB225 0.646147 RG2 Beam 1000 COMB225 0 COMB201 869 COMB225 0.646147 RG2 Beam 1500 COMB225 0 COMB201 818 COMB225 0.646148 RG2 Beam 0 COMB225 0 COMB217 806 COMB225 0.646148 RG2 Beam 500 COMB225 0 COMB217 610 COMB225 0.646148 RG2 Beam 1000 COMB225 0 COMB217 405 COMB225 0.646148 RG2 Beam 1500 COMB224 364 COMB225 364 COMB225 0.646149 RG2 Beam 0 COMB224 364 COMB225 364 COMB225 0.646149 RG2 Beam 400 COMB216 376 COMB221 364 COMB225 0.646149 RG2 Beam 800 COMB216 634 COMB225 0 COMB225 0.646149 RG2 Beam 1200 COMB216 906 COMB225 0 COMB225 0.64613 TB1 Beam 250 COMB215 422 COMB218 239 COMB225 0.48513 TB1 Beam 742 COMB215 329 COMB218 215 COMB225 0.48513 TB1 Beam 1233 COMB215 242 COMB222 195 COMB225 0.48513 TB1 Beam 1725 COMB225 195 COMB222 195 COMB225 0.48513 TB1 Beam 2217 COMB223 195 COMB225 195 COMB225 0.48513 TB1 Beam 2708 COMB223 195 COMB225 195 COMB225 0.48513 TB1 Beam 3200 COMB225 0 COMB225 195 COMB225 0.48513 TB1 Beam 3692 COMB222 195 COMB225 195 COMB225 0.48513 TB1 Beam 4183 COMB222 195 COMB225 195 COMB225 0.48513 TB1 Beam 4675 COMB222 195 COMB225 195 COMB225 0.48513 TB1 Beam 5167 COMB218 208 COMB215 213 COMB225 0.48513 TB1 Beam 5658 COMB214 284 COMB219 247 COMB225 0.48513 TB1 Beam 6150 COMB214 368 COMB219 277 COMB225 0.48519 TB1 Beam 300 COMB217 245 COMB220 223 COMB225 0.48519 TB1 Beam 794 COMB225 195 COMB224 195 COMB225 0.48519 TB1 Beam 1288 COMB225 195 COMB224 195 COMB225 0.48519 TB1 Beam 1781 COMB225 195 COMB224 195 COMB225 0.48519 TB1 Beam 2275 COMB225 0 COMB225 195 COMB225 0.48519 TB1 Beam 2769 COMB224 195 COMB225 195 COMB225 0.48519 TB1 Beam 3263 COMB224 195 COMB225 195 COMB225 0.48519 TB1 Beam 3756 COMB224 195 COMB225 195 COMB225 0.48519 TB1 Beam 4250 COMB216 267 COMB221 197 COMB225 0.48521 TB1 Beam 250 COMB217 258 COMB220 203 COMB225 0.48521 TB1 Beam 744 COMB225 195 COMB224 195 COMB225 0.48521 TB1 Beam 1238 COMB225 195 COMB224 195 COMB225 0.48521 TB1 Beam 1731 COMB225 195 COMB224 195 COMB225 0.48521 TB1 Beam 2225 COMB225 0 COMB225 195 COMB225 0.48521 TB1 Beam 2719 COMB224 195 COMB225 195 COMB225 0.48521 TB1 Beam 3213 COMB224 195 COMB225 195 COMB225 0.48521 TB1 Beam 3706 COMB224 195 COMB225 195 COMB225 0.48521 TB1 Beam 4200 COMB216 260 COMB221 213 COMB225 0.48523 TB1 Beam 300 COMB217 257 COMB220 212 COMB225 0.48523 TB1 Beam 794 COMB225 195 COMB224 195 COMB225 0.48523 TB1 Beam 1288 COMB225 195 COMB224 195 COMB225 0.48523 TB1 Beam 1781 COMB225 195 COMB224 195 COMB225 0.48523 TB1 Beam 2275 COMB225 0 COMB225 195 COMB225 0.48523 TB1 Beam 2769 COMB224 195 COMB225 195 COMB225 0.48523 TB1 Beam 3263 COMB224 195 COMB225 195 COMB225 0.48523 TB1 Beam 3756 COMB224 195 COMB225 195 COMB225 0.485

_____

| |

| |

_____INDRA

14-AUG-2007


23 TB1 Beam 4250 COMB216 253 COMB221 204 COMB225 0.48525 TB1 Beam 250 COMB217 271 COMB224 195 COMB225 0.48525 TB1 Beam 744 COMB225 195 COMB224 195 COMB225 0.48525 TB1 Beam 1238 COMB225 195 COMB224 195 COMB225 0.48525 TB1 Beam 1731 COMB225 195 COMB224 195 COMB225 0.48525 TB1 Beam 2225 COMB225 0 COMB225 195 COMB225 0.48525 TB1 Beam 2719 COMB224 195 COMB225 195 COMB225 0.48525 TB1 Beam 3213 COMB224 195 COMB225 195 COMB225 0.48525 TB1 Beam 3706 COMB224 195 COMB225 195 COMB225 0.48525 TB1 Beam 4200 COMB216 242 COMB221 222 COMB225 0.48517 TB2 Beam 250 COMB215 595 COMB222 195 COMB225 0.48517 TB2 Beam 742 COMB215 391 COMB222 195 COMB225 0.48517 TB2 Beam 1233 COMB215 227 COMB222 195 COMB225 0.48517 TB2 Beam 1725 COMB223 195 COMB214 219 COMB225 0.48517 TB2 Beam 2217 COMB219 195 COMB214 232 COMB225 0.48517 TB2 Beam 2708 COMB225 0 COMB214 219 COMB225 0.48517 TB2 Beam 3200 COMB225 0 COMB225 195 COMB225 0.48517 TB2 Beam 3692 COMB225 0 COMB215 221 COMB225 0.48517 TB2 Beam 4183 COMB218 195 COMB215 237 COMB225 0.48517 TB2 Beam 4675 COMB222 195 COMB215 227 COMB225 0.48517 TB2 Beam 5167 COMB214 217 COMB219 196 COMB225 0.48517 TB2 Beam 5658 COMB214 378 COMB223 195 COMB225 0.48517 TB2 Beam 6150 COMB214 577 COMB223 195 COMB225 0.485

_____

| |

| |

_____INDRA

14-AUG-2007

SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 69 of 98 TABLE: Concrete Design 1 - Column Summary Data - BS8110 97Frame Design Design Design Loc PMM PMM VMaj VMaj Vmin VMin

Sect Type Opt Combo Ratio Combo Rebar Combo RebarText Text Text Text mm Text Unitless Text mm2/mm Text mm2/mm

1 C1 Column Check 0 COMB201 0.1652 COMB225 0.969 COMB225 0.8081 C1 Column Check 600 COMB215 0.16839 COMB225 0.969 COMB225 0.8081 C1 Column Check 1200 COMB215 0.18127 COMB225 0.969 COMB225 0.8082 C1 Column Check 0 COMB215 0.18625 COMB225 0.969 COMB225 0.8082 C1 Column Check 1250 COMB215 0.19106 COMB225 0.969 COMB225 0.8082 C1 Column Check 2500 COMB215 0.33363 COMB225 0.969 COMB225 0.8085 C1 Column Check 0 COMB201 0.16861 COMB225 0.969 COMB225 0.8085 C1 Column Check 600 COMB215 0.18352 COMB225 0.969 COMB225 0.8085 C1 Column Check 1200 COMB215 0.21335 COMB225 0.969 COMB225 0.8086 C1 Column Check 0 COMB215 0.1954 COMB225 0.969 COMB225 0.8086 C1 Column Check 1250 COMB215 0.17078 COMB225 0.969 COMB225 0.8086 C1 Column Check 2500 COMB215 0.29377 COMB225 0.969 COMB225 0.8087 C1 Column Check 0 COMB201 0.1554 COMB225 0.969 COMB225 0.8087 C1 Column Check 600 COMB214 0.15639 COMB225 0.969 COMB225 0.8087 C1 Column Check 1200 COMB214 0.16715 COMB225 0.969 COMB225 0.8088 C1 Column Check 0 COMB214 0.17109 COMB225 0.969 COMB225 0.8088 C1 Column Check 1250 COMB214 0.18396 COMB225 0.969 COMB225 0.8088 C1 Column Check 2500 COMB214 0.32392 COMB225 0.969 COMB225 0.80811 C1 Column Check 0 COMB214 0.14648 COMB225 0.969 COMB225 0.80811 C1 Column Check 600 COMB214 0.16273 COMB225 0.969 COMB225 0.80811 C1 Column Check 1200 COMB214 0.19345 COMB225 0.969 COMB225 0.80812 C1 Column Check 0 COMB214 0.17451 COMB225 0.969 COMB225 0.80812 C1 Column Check 1250 COMB214 0.1521 COMB225 0.969 COMB225 0.80812 C1 Column Check 2500 COMB214 0.27691 COMB225 0.969 COMB225 0.80831 C1 Column Check 0 COMB215 0.4329 COMB225 0.969 COMB225 0.80831 C1 Column Check 462.5 COMB215 0.2984 COMB225 0.969 COMB225 0.80831 C1 Column Check 925 COMB215 0.17688 COMB225 0.969 COMB225 0.80831 C1 Column Check 1388 COMB201 0.13312 COMB225 0.969 COMB225 0.80831 C1 Column Check 1850 COMB201 0.17616 COMB225 0.969 COMB225 0.80831 C1 Column Check 2313 COMB217 0.28863 COMB225 0.969 COMB225 0.80831 C1 Column Check 2775 COMB217 0.44529 COMB225 0.969 COMB225 0.80831 C1 Column Check 3238 COMB217 0.61127 COMB225 0.969 COMB225 0.80831 C1 Column Check 3700 COMB217 0.77631 COMB225 0.969 COMB225 0.80832 C1 Column Check 0 COMB215 0.39959 COMB225 0.969 COMB225 0.80832 C1 Column Check 462.5 COMB215 0.27072 COMB225 0.969 COMB225 0.80832 C1 Column Check 925 COMB215 0.15856 COMB225 0.969 COMB225 0.80832 C1 Column Check 1388 COMB215 0.12132 COMB225 0.969 COMB225 0.80832 C1 Column Check 1850 COMB201 0.17399 COMB225 0.969 COMB225 0.80832 C1 Column Check 2313 COMB216 0.2903 COMB225 0.969 COMB225 0.80832 C1 Column Check 2775 COMB216 0.44266 COMB225 0.969 COMB225 0.80832 C1 Column Check 3238 COMB216 0.60399 COMB225 0.969 COMB225 0.80832 C1 Column Check 3700 COMB216 0.76413 COMB225 0.969 COMB225 0.80833 C1 Column Check 0 COMB214 0.40242 COMB225 0.969 COMB225 0.80833 C1 Column Check 462.5 COMB214 0.26863 COMB225 0.969 COMB225 0.80833 C1 Column Check 925 COMB214 0.15879 COMB225 0.969 COMB225 0.80833 C1 Column Check 1388 COMB201 0.11976 COMB225 0.969 COMB225 0.80833 C1 Column Check 1850 COMB201 0.14306 COMB225 0.969 COMB225 0.80833 C1 Column Check 2313 COMB217 0.24149 COMB225 0.969 COMB225 0.80833 C1 Column Check 2775 COMB217 0.37834 COMB225 0.969 COMB225 0.80833 C1 Column Check 3238 COMB217 0.51974 COMB225 0.969 COMB225 0.80833 C1 Column Check 3700 COMB217 0.66139 COMB225 0.969 COMB225 0.80834 C1 Column Check 0 COMB214 0.36181 COMB225 0.969 COMB225 0.808

_____

| |

| |

_____INDRA

14-AUG-2007


34 C1 Column Check 462.5 COMB214 0.24287 COMB225 0.969 COMB225 0.80834 C1 Column Check 925 COMB214 0.13806 COMB225 0.969 COMB225 0.80834 C1 Column Check 1388 COMB214 0.09397 COMB225 0.969 COMB225 0.80834 C1 Column Check 1850 COMB216 0.13408 COMB225 0.969 COMB225 0.80834 C1 Column Check 2313 COMB216 0.24156 COMB225 0.969 COMB225 0.80834 C1 Column Check 2775 COMB216 0.37406 COMB225 0.969 COMB225 0.80834 C1 Column Check 3238 COMB216 0.51338 COMB225 0.969 COMB225 0.80834 C1 Column Check 3700 COMB216 0.65157 COMB225 0.969 COMB225 0.8083 C2 Column Check 0 COMB201 0.14685 COMB225 0.808 COMB225 0.8083 C2 Column Check 600 COMB201 0.15896 COMB225 0.808 COMB225 0.8083 C2 Column Check 1200 COMB216 0.17745 COMB225 0.808 COMB225 0.8089 C2 Column Check 0 COMB201 0.10455 COMB225 0.808 COMB225 0.8089 C2 Column Check 600 COMB201 0.12183 COMB225 0.808 COMB225 0.8089 C2 Column Check 1200 COMB216 0.16173 COMB225 0.808 COMB225 0.80841 C2 Column Check 0 COMB217 0.17979 COMB225 0.808 COMB225 0.80841 C2 Column Check 312.5 COMB215 0.17889 COMB225 0.808 COMB225 0.80841 C2 Column Check 625 COMB215 0.20001 COMB225 0.808 COMB225 0.80841 C2 Column Check 937.5 COMB215 0.22352 COMB225 0.808 COMB225 0.80841 C2 Column Check 1250 COMB215 0.24712 COMB225 0.808 COMB225 0.80841 C2 Column Check 1563 COMB215 0.27066 COMB225 0.808 COMB225 0.80841 C2 Column Check 1875 COMB215 0.30053 COMB225 0.808 COMB225 0.80841 C2 Column Check 2188 COMB215 0.33127 COMB225 0.808 COMB225 0.80841 C2 Column Check 2500 COMB215 0.36165 COMB225 0.808 COMB225 0.80842 C2 Column Check 0 COMB217 0.17533 COMB225 0.808 COMB225 0.80842 C2 Column Check 312.5 COMB214 0.16657 COMB225 0.808 COMB225 0.80842 C2 Column Check 625 COMB214 0.19081 COMB225 0.808 COMB225 0.80842 C2 Column Check 937.5 COMB214 0.21525 COMB225 0.808 COMB225 0.80842 C2 Column Check 1250 COMB214 0.2473 COMB225 0.808 COMB225 0.80842 C2 Column Check 1563 COMB214 0.28021 COMB225 0.808 COMB225 0.80842 C2 Column Check 1875 COMB214 0.31307 COMB225 0.808 COMB225 0.80842 C2 Column Check 2188 COMB214 0.35061 COMB225 0.808 COMB225 0.80842 C2 Column Check 2500 COMB214 0.39011 COMB225 0.808 COMB225 0.8084 C3 Column Check 0 COMB201 0.03827 COMB225 0.646 COMB225 0.5654 C3 Column Check 1850 COMB223 0.1133 COMB225 0.646 COMB225 0.5654 C3 Column Check 3700 COMB223 0.23872 COMB225 0.646 COMB225 0.565

_____

| |

| |

_____INDRA

14-AUG-2007


4.4 Slab Design RS1

Pos(+) Mu22

Neg(-) Mu22

_____

| |

| |

_____INDRA

14-AUG-2007


Pos(+) Mu11

Neg(-) Mu11

_____

| |

| |

_____INDRA

14-AUG-2007


RS1 Given:

Properties & Dimensions

1. Bending ULS(Short Span)

Pos(+)Mu22 = Neg(-)Mu22 =K = < K = <z = z =

= < = > Use z = 0.95*dAsreq'd = Mu22/(0.95fyz) = Asreq'd = Mu22/(0.95fyz) =Asmin = Asmax = Asmin = Asmax =

∴ Slab is adequate in bending ∴ Slab is adequate in bendingØbar(short span) = Øbar(short span) =

no. of pcs = 4 @ no. of pcs = 3 @Provide : T12 @ Top & Bottom Provide : T12 @ Top & BottomAsprov = Asprov =

2. Bending ULS(Long Span)

Pos(+)Mu11 = Neg(-)Mu11 =K = < K = <z = z =

= < = > Use z = 0.95*dAsreq'd = Mu11/(0.95fyz) = Asreq'd = Mu11/(0.95fyz) =Asmin = Asmax = Asmin = Asmax =

∴ Slab is adequate in bending ∴ Slab is adequate in bendingØbar(long span) = Øbar(long span) =

no. of pcs = 3 @ no. of pcs = 3 @Provide : T12 @ Provide : T12 @Asprov = Asprov =

3. Deflection Check(based on shorter span)

span to effective depth ratio (from Table 3.9 of BS8110) =

Modification factor for the amount of tension reinforcement in the slabMu/bd² =fs = (2/3)fy(Asreq/Asprov) =

Modification factor = ≤ 2

Modification factor for the amount of compression reinforcement in the slab

Modification factor = = ≤

Allowable Span to effective depth ratio = modification factor x (span to effective depth ratio)

Actual span to effective depth ratio = < Slab is adequate in deflection

0.95*d = 87 mm279 mm²

195 mm²286 mm²

195 mm² 6000 mm²

87 mm0.95*d = 87 mm87 mm

104.0 mm

10,902,452.00 N-mmMu11/(bdL²fcu) = 0.043

0.95*d = 99 mm

250 mm

195 mm²

97 mm

11,849,525.00 N-mmMu22/(bds²fcu) =

40 mm

LL = 6400 mm

Concrete Cover =dS =dL = 92.0 mmLS =

h = 150 mm

6000 mm²

Mu22/(bds²fcu) =

b =

406 mm²

K' = 0.156

3000 mm

1000 mmfy =fcu =

12 mm

460 MPa30 MPa

28.85 mm 42.16 mm

= 42.16 mm

17,296,466.00 N-mm

26

0.053

220 MPa

1.41

12 mm

565 mm²

0.037 K' = 0.156

100 mm 0.95*d = 99 mm274 mm²

195 mm² 6000 mm²

12 mm333 mm

565 mm²

K' = 0.15610,666,508.00 N-mm

Mu11/(bdL²fcu) = 0.042

6000 mm²

200 mm 200 mm

12 mm

1.60

200 mm565 mm²

K' = 0.156

1.15 1.5

333 mm 333 mm200 mm

565 mm²

=+

−+)bd/M9.0(120

f47755.0 2s

Slab

0.45fcu

( )9.0/K25.05.0dL −+

( )9.0/K25.05.0dS −+ ( )9.0/K25.05.0dS −+

( )9.0/K25.05.0dL −+

++

bd'A100

3/bd

'A1001 provsprovs

_____

| |

| |

_____INDRA

14-AUG-2007


1S1 & 1S2

FLOOR SLAB FE MESH ____

_

| |

| |

_____INDRA

14-AUG-2007


DEAD LOAD (a)

-1.38

-0.70

-0.70

_____

| |

| |

_____INDRA

14-AUG-2007


LIVE LOAD CONDITION 1 (L1)

-3.00

-5.00

_____

| |

| |

_____INDRA

14-AUG-2007



-3.00-5.00

-3.00

0.00

_____

| |

| |

_____INDRA

14-AUG-2007



0.00

0.00

-3.00

-5.00

_____

| |

| |

_____INDRA

14-AUG-2007


WEIGHT OF EQUIPMENT CONDITION 1 (WE1)


_____

| |

| |

_____INDRA

14-AUG-2007



ANALYSIS AND DESIGN USING BS 8110-1:1997

TABLE: Analysis Case DefinitionsLoadCase

aL1L2L3

WE1WE2WE3

TABLE: Load CombinationsComboName

aCOMB-01 WE1

L1a

COMB-02 WE1L1a

COMB-03 WE1L1

1.4

Dead LoadLive Load Condition 1Live Load Condition 2Live Load Condition 3

Description

Case Name Scale Factor

1.4

Weight of Equipment Condition 1Weight of Equipment Condition 2Weight of Equipment Condition 3

1.41.41.6

1.61.41.41.6

_____

| |

| |

_____INDRA

14-AUG-2007


ASSESSED ZONES FOR CONCRETE DEISGN

1 2

34 5 6

87 9

10 1211

13

2524

22

1514

1617

182119 20

23

_____

| |

| |

_____INDRA

14-AUG-2007


RESULTANT M22 Diagram (COMB01)-KN, m, C Units

_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007


RESULTANT V13 Diagram (COMB01)-KN, m, C Units

_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007


RESULTANT M22 Diagram (COMB02)-KN, m, C Units ____

_

| |

| |

_____INDRA

14-AUG-2007


RESULTANT M11 Diagram (COMB02)-KN, m, C Units ____

_

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007



_____

| |

| |

_____INDRA

14-AUG-2007


f'c (M

pa)=

30C

oncr

ete

cove

r(mm

)=60

fy(M

pa)=

460

h (m

m) =

200

d=14

0M

inim

um re

info

rcem

ent t

o be

sup

plie

d (U

.N.O

) = D

12 a

t 200

EW

, (T&

B)As

s =

565

mm

2

CO

MB

INA

TIO

N:

CO

MB

-O1

12

34

56

78=

5X6

9=5X

710

11

ZON

EM

u11(

kN-m

/m)

Mu2

2(kN

-m/m

)Sl

ab-T

hk h

(mm

)Ef

fect

ive

dept

h , d

(mm

)Se

ctio

n w

idth

b(m

) As

11 (m

m2 /m

)As

22 (m

m2 /m

)As

11 (m

m2 )

As22

(mm

2 )Vu

13(k

N/m

)Vu

23 (k

N/m

)1

-6.9

3.3

200

140

0.6

118.

7255

.92

71.2

333

.55

-14.

235

.22

18.4

11.7

200

140

0.6

316.

5820

1.30

189.

9512

0.78

--

322

.45.

720

014

00.

538

5.40

98.0

719

2.70

49.0

4-

-4

-2.8

25.5

200

140

0.55

48.1

843

8.73

26.5

024

1.30

-11.

2-2

7.5

530

.71.

820

014

00.

5553

4.87

30.1

129

4.18

16.5

6-

-6

1.6

24.2

200

140

0.55

27.5

341

6.72

15.1

422

9.19

--

714

.61.

620

014

00.

3825

1.20

27.5

395

.46

10.4

6-

-8

10.2

-2.0

200

140

0.38

175.

5034

.41

66.6

913

.08

--

916

.56.

020

014

00.

3828

3.89

103.

2310

7.88

39.2

3-

-10

4.5

-17.

820

014

00.

577

.42

306.

2638

.71

153.

13-6

0.4

-18.

211

8.6

-19.

220

014

00.

514

7.97

329.

4973

.98

164.

74-

-12

5.2

-17.

220

014

00.

589

.47

295.

9344

.73

147.

97-

-13

13.4

-2.0

200

140

0.38

230.

5534

.41

87.6

113

.08

--

1417

.82.

020

014

00.

3830

6.26

34.4

111

6.38

13.0

8-

-15

17.8

2.0

200

140

0.38

306.

2634

.41

116.

3813

.08

--

1615

.5-1

.620

014

00.

4726

6.69

27.5

312

5.34

12.9

4-

-17

12.2

-5.0

200

140

0.5

209.

9186

.03

104.

9543

.01

--

189.

6-2

3.8

200

140

0.5

165.

1740

9.49

82.5

920

4.75

--

193.

2-3

6.1

200

140

0.5

55.0

663

6.97

27.5

331

8.48

--

20-0

.5-2

1.2

200

140

0.5

8.60

364.

764.

3018

2.38

--

21-2

4.2

-15.

020

014

00.

541

6.37

258.

0820

8.19

129.

0454

-422

-40.

6-0

.420

014

00.

3772

4.26

6.19

267.

982.

29-

-23

-34.

2-0

.520

014

00.

3860

0.73

8.60

228.

283.

27-

-24

-8.0

-33.

520

014

00.

513

7.64

587.

4668

.82

293.

73-2

0.8

-42

25-3

.1-1

4.2

200

140

0.5

54.0

324

4.32

27.0

112

2.16

--

BEN

DIN

G A

ND

REI

NFO

RC

EMEN

TSH

EAR

____

_

| |

| |

_____INDRA

14-AUG-2007


f'c (M

pa)=

30C

oncr

ete

cove

r(mm

)=60

fy(M

pa)=

460

h (m

m) =

200

d=14

0M

inim

um re

info

rcem

ent t

o be

sup

plie

d (U

.N.O

) = D

12 a

t 200

EW

, (T&

B)As

s =

565

mm

2

CO

MB

INA

TIO

N:

CO

MB

-O2

12

34

56

78=

5X6

9=5X

710

11

ZON

EM

u11(

kN-m

/m)

Mu2

2(kN

-m/m

)Sl

ab-T

hk h

(mm

)Ef

fect

ive

dept

h , d

(mm

)Se

ctio

n w

idth

b(m

) As

11 (m

m2 /m

)As

22 (m

m2 /m

)As

11 (m

m2 )

As22

(mm

2 )Vu

13(k

N/m

)Vu

23 (k

N/m

)1

-7.1

3.5

200

140

0.6

122.

1660

.22

73.3

036

.13

-11.

435

.12

19.3

12.4

200

140

0.6

332.

0721

3.35

199.

2412

8.01

--

323

.45.

820

014

00.

540

2.61

99.7

920

1.30

49.9

0-

-4

4.6

27.3

200

140

0.55

79.1

547

1.98

43.5

325

9.59

-13.

7-1

1.8

531

.21.

620

014

00.

5554

4.21

27.5

329

9.32

15.1

4-

-6

3.8

27.3

200

140

0.55

65.3

847

1.98

35.9

625

9.59

--

711

.43.

220

014

00.

3819

6.66

55.0

674

.73

20.9

2-

-8

11.6

-1.2

200

140

0.38

199.

5820

.65

75.8

47.

85-

-9

16.7

9.2

200

140

0.38

287.

3315

8.29

109.

1960

.15

--

102.

3-1

5.3

200

140

0.5

39.5

726

3.24

19.7

913

1.62

-56.

38.

411

7.3

-15.

220

014

00.

512

5.60

261.

5262

.80

130.

76-

-12

5.3

-15.

020

014

00.

591

.19

258.

0845

.59

129.

04-

-13

4.5

-1.3

200

140

0.38

77.4

222

.37

29.4

28.

50-

-14

8.1

-0.1

200

140

0.38

139.

361.

7252

.96

0.65

--

158.

1-0

.420

014

00.

3813

9.36

6.88

52.9

62.

62-

-16

6.8

-1.3

200

140

0.47

117.

0022

.37

54.9

910

.51

--

177.

8-5

.120

014

00.

513

4.20

87.7

567

.10

43.8

7-

-18

7.0

-20.

620

014

00.

512

0.44

354.

4360

.22

177.

22-

-19

2.6

-33.

320

014

00.

544

.73

583.

6822

.37

291.

84-

-20

-0.6

-16.

420

014

00.

510

.32

282.

175.

1614

1.08

--

21-2

2.2

-15.

120

014

00.

538

2.31

259.

8019

1.15

129.

9056

.82.

922

-42.

31.

720

014

00.

3775

7.79

29.2

528

0.38

10.8

2-

-23

-36.

1-0

.620

014

00.

3863

6.97

10.3

224

2.05

3.92

--

24-6

.9-2

9.8

200

140

0.5

118.

7251

8.12

59.3

625

9.06

-17.

5-4

8.3

25-2

.3-1

3.6

200

140

0.5

39.5

723

3.99

19.7

911

7.00

--

BEN

DIN

G A

ND

REI

NFO

RC

EMEN

TSH

EAR

_____

| |

| |

_____INDRA

14-AUG-2007


f'c (M

pa)=

30C

oncr

ete

cove

r(m

m)=

60fy

(Mpa

)=46

0h

(mm

) =20

0d=

140

Min

imum

rein

forc

emen

t to

be s

uppl

ied

(U.N

.O) =

D12

at 2

00 E

W, (

T&B)

Ass

=56

5m

m2

CO

MB

INAT

ION

:C

OM

B-O

3

12

34

56

78=

5X6

9=5X

710

11

ZON

EM

u11(

kN-m

/m)

Mu2

2(kN

-m/m

)S

lab-

Thk

h(m

m)

Effe

ctiv

e de

pth

, d (m

m)

Sec

tion

wid

th b

(m)

As1

1 (m

m2 /m

)As

22 (m

m2 /m

)As

11 (m

m2 )

As22

(mm

2 )Vu

13(k

N/m

)Vu

23 (k

N/m

)1

-3.1

1.4

200

140

0.6

53.3

424

.09

32.0

014

.45

-528

.42

9.7

5.1

200

140

0.6

166.

8987

.75

100.

1452

.65

--

311

.33.

020

014

00.

519

4.42

51.6

297

.21

25.8

1-

-4

-1.7

11.1

200

140

0.55

29.2

519

0.98

16.0

910

5.04

-4.5

-14

514

.40.

920

014

00.

5524

7.76

15.4

813

6.27

8.52

--

61.

311

.120

014

00.

5522

.37

190.

9812

.30

105.

04-

-7

8.7

-4.8

200

140

0.38

149.

6982

.59

56.8

831

.38

--

83.

6-1

.220

014

00.

3861

.94

20.6

523

.54

7.85

--

910

.8-3

.420

014

00.

3818

5.82

58.5

070

.61

22.2

3-

-10

2.1

-12.

520

014

00.

536

.13

215.

0718

.07

107.

53-5

8.3

2.2

116.

2-1

3.6

200

140

0.5

106.

6723

3.99

53.3

411

7.00

--

124.

2-1

4.3

200

140

0.5

72.2

624

6.04

36.1

312

3.02

--

1315

.1-1

.320

014

00.

3825

9.80

22.3

798

.73

8.50

--

1419

.5-0

.420

014

00.

3833

5.51

6.88

127.

492.

62-

-15

19.5

-1.1

200

140

0.38

335.

5118

.93

127.

497.

19-

-16

16.2

-1.1

200

140

0.47

278.

7318

.93

131.

008.

90-

-17

11.6

-3.2

200

140

0.5

199.

5855

.06

99.7

927

.53

--

188.

5-2

6.4

200

140

0.5

146.

2545

5.50

73.1

222

7.75

--

192.

9-3

3.2

200

140

0.5

49.9

058

1.79

24.9

529

0.90

--

20-0

.7-1

7.5

200

140

0.5

12.0

430

1.10

6.02

150.

55-

-21

-24.

2-1

5.8

200

140

0.5

416.

3727

1.85

208.

1913

5.92

71.9

-9.4

22-2

5.6

0.7

200

140

0.37

440.

9112

.04

163.

144.

46-

-23

-19.

1-1

.420

014

00.

3832

8.62

24.0

912

4.88

9.15

--

24-7

.6-3

1.0

200

140

0.5

130.

7654

0.47

65.3

827

0.24

-20.

2-1

7.5

25-0

.2-1

4.6

200

140

0.5

3.44

251.

201.

7212

5.60

--

BEN

DIN

G A

ND

REI

NFO

RC

EMEN

TSH

EAR

_____

| |

| |

_____INDRA

14-AUG-2007


1S1 – Deflection Check Given:


1. Bending ULS(Short Span)

Pos(+)Mu22 = Neg(-)Mu22 =K = < K = <z = z =

= > Use z = 0.95*d = > Use z = 0.95*dAsreq'd = Mu22/(0.95fyz) = Asreq'd = Mu22/(0.95fyz) =Asmin = Asmax = Asmin = Asmax =

∴ Slab is adequate in bending ∴ Slab is adequate in bendingØbar(short span) = Øbar(short span) =

no. of pcs = 4 @ no. of pcs = 3 @Provide : T12 @ Top & Bottom Provide : T12 @ Top & BottomAsprov = Asprov =









Notations:Asreq'd = area of tension reinforcement required by calculation K = coefficient obtained from design Asprov = area of tension reinforcement to be provided formula for rectangular beamsb = width of the section K' = 0.156 to ensure that still yield prior dS = effective depth of tension reinforcement (short span) to concrete failure in compressiondL = effective depth of tension reinforcement (long span) LS = length of short span fcu = characteristic strength of concrete LL = length of long span fs = design service stress in the tension reinforcement Mu = Ultimate moment from analysisfy = characteristic strength of main reinforcement z = lever armh = overall depth of the section Øbar = diameter of main reinforcement

20,923,000.00 N-mmMu22/(bds²fcu) =

0.95*d = 146 mm

250 mm

260 mm²

148 mm

40 mmConcrete Cover =dS = 154.0 mm

Mu22/(bds²fcu) =

b =

366 mm²

K' = 0.156

4500 mm

1000 mm

LS =h = 200 mm

fy =fcu =

460 MPa30 MPa

29.22 mm 39.49 mm

= 39.49 mm

23,400,000.00 N-mm

20

0.033

198 MPa

1.78

12 mm

565 mm²

0.029 K' = 0.156

149 mm 0.95*d = 146 mm

333 mm

565 mm²

327 mm²260 mm² 8000 mm²

12 mm

0.99

8000 mm²

1.11 1.5

200 mm 200 mm

=+

−+)bd/M9.0(120

f47755.0 2s

Slab

0.45fcu

( )9.0/K25.05.0dS −+ ( )9.0/K25.05.0dS −+

++

bd'A100

3/bd

'A1001 provsprovs

_____

| |

| |

_____INDRA

14-AUG-2007


1S2 – Deflection Check

Given:


1. Bending ULS(Short Span-Edge Strip)

Neg(-)Mu =K = <z =

= <Asreq'd = Mu/(0.95fyz) =Asmin = Asmax =

∴ Slab is adequate in bendingØbar(short span) =

no. of pcs = 6 @Provide : Top & BottomAsprov =









= 14.44 mm

7

136 MPa

1.68

1.23 1.5

1281 mm²

135 mm

10.76 mm 14.44 mm

8000 mm²

12 mm

b =

1550 mm

1000 mm

1.62

fy =fcu =

460 MPa30 MPa

50 mmConcrete Cover =dS =

3-T12@200 & 3-T20@100200 mm

569 mm²260 mm²

0.054 K' = 0.156

0.95*d = 137 mm

144.0 mm

33,500,000.00 N-mmMu(bds²fcu) =

LS =h = 200 mm

=+

−+)bd/M9.0(120

f47755.0 2s

Slab

0.45fcu

( )9.0/K25.05.0dS −+

++

bd'A100

3/bd

'A1001 provsprovs

_____

| |

| |

_____INDRA

14-AUG-2007

Documents

STRUCTURAL CALCULATION · 2012-02-20 · SMDS HPS Project JGC Job No. 0-3757 Structural Calculation Doc. No. C-30-134A-101 Sheet 6 of 98 2.3 Wind Load Calculation using Standard Method