Structural Calculation Summary

REPORT

STRUCTURAL MEMBER CALCULATIONS FOR PROPOSED 6-STOREY WAREHOUSE

____________________ Civil /Structural Engineer PRC#: TIN#: PTR#: Issued Issued Place:

I.

DESIGN CRITERIA - STRUCTURAL

A. REFERENCES AND STANDARDS

A500M - 13 

Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ACI 318-14M

Building Code Requirements for Reinforced Concrete, American Concrete Institute (ACI)

ACI 224R

Control of Cracking in Concrete Structures, American Concrete Institute (ACI)

ACI 544.4R

Design Construction for Steel Fiber Reinforced Concrete, American Concrete Institute (ACI)

AISC 13th Edition

Manual of Steel Construction, Allowable Stress Design,

American Institute of Steel Construction

NSCP 6th Edition

National Structural Code of the Philippines 2010

B. MEMBER DESIGN

1. 2. 3. 4.

COLUMN I-BEAM CALCULATION STEEL BEAM CALCULATION CONCRETE PEDESTAL CALCULATION FOOTING CALCULATION

■ MEMBER NAME: C1 W12x65 1. General Information Design Code

Unit System

Material Name

AISC-LRFD10M

N, mm

A36

Member Type 248MPa

Column

Shape W12X65 ( Rolled )

2. Length 4.000m

4.000m

4.000m

1.000

1.000

3. Forces & Factors 1,005kN

-1.940kN·m

-93.44kN·m

46.12kN

32.10kN

0.000kN·m

1.000

y

15.367

x 307.34

9.906

15.367

304.8

4. Slenderness & Width-Thickness Ratio Slenderness 52.15

BTR 9.917

DTR 24.87

5. Check Axial Capacity 1,005

1.000

1.000

2,386

0.421

6. Check Moment Capacity Check Items

Major Axis ( X ) -1.940 Flange : 10.79, Web : 107 Flange : 28.38, Web : 162 Flange : Compact Web : Compact 0.900 352 0.00551

Section Condition ø

Minor Axis ( Y ) -93.44 Flange : 10.79, Web : Flange : 28.38, Web : Flange : Compact Web : 0.900 161 0.579

7. Check Interaction of Combined Strength Formula

Ratio 0.940

Remark

8. Check Shear Capacity Check Items

Minor Axis ( X ) 46.12 1.200

Major Axis ( Y ) 32.10 5.000

1.000 9,368 0.900 1,256 0.0367

ø

1.000 3,045 1.000 453 0.0708

■ MEMBER NAME: C2 W10x33 1. General Information Design Code

Unit System

Material Name

AISC-LRFD10M

N, mm

A36

Member Type 248MPa

Shape W10X33 ( Rolled )

Beam

2. Length 3.000m

3.000m

6.000m

1.000

1.000

3. Forces & Factors 89.00kN

-58.23kN·m

0.000kN·m

0.00151kN

69.24kN

0.000kN·m

y

11.049

x 247.142

7.366

11.049

202.184

4. Slenderness & Width-Thickness Ratio Slenderness 60.88

BTR 9.149

DTR 27.10

1.000

5. Check Axial Capacity 89.00

1.000

1.000

1,151

0.0773

6. Check Moment Capacity Check Items

Major Axis ( X ) -58.23 Flange : 10.79, Web : 107 Flange : 28.38, Web : 162 Flange : Compact Web : Compact 0.900 112 0.521

Section Condition ø

Minor Axis ( Y ) 0.000 Flange : 0.000, Web : Flange : 0.000, Web : Flange : Slender Web : 0.900 33.66 0.000

7. Check Interaction of Combined Strength Formula

Ratio 0.559

Remark

8. Check Shear Capacity Check Items

Minor Axis ( X ) 0.00151 1.200 1.000 4,468 0.900 599 0.00000253

ø

Major Axis ( Y ) 69.24 5.000 1.000 1,820 1.000 271 0.255

■ MEMBER NAME : Main beam W18x65 1. General Information Design Code

Unit System

Material Name

AISC-LRFD10M

N, mm

A36

Member Type 248MPa

Beam

Shape W18X65 ( Rolled )

2. Length 3.000m

3.000m

3.000m

1.000

1.000

3. Forces & Factors -114kN

177kN·m

0.123kN·m

-0.239kN

-140kN

0.000kN·m

1.000

y 19.05

x 467.36 11.43

19.05

192.786

4. Slenderness & Width-Thickness Ratio Slenderness 69.89

BTR 5.060

DTR 35.78

5. Check Axial Capacity -114

0.000

0.000

2,753

0.0413

6. Check Moment Capacity Check Items

Major Axis ( X ) 177 Flange : 10.79, Web : 107 Flange : 28.38, Web : 162 Flange : Compact Web : Compact 0.900 456 0.389

Section Condition ø

Minor Axis ( Y ) 0.123 Flange : 10.79, Web : Flange : 28.38, Web : Flange : Compact Web : 0.900 82.37 0.00149

7. Check Interaction of Combined Strength Formula

Ratio 0.411

Remark

8. Check Shear Capacity Check Items

Minor Axis ( X ) -0.239 1.200

Major Axis ( Y ) -140 5.000

1.000 7,345 0.900 985 0.000243

ø

1.000 5,342 1.000 796 0.176

■ MEMBER NAME: Intermediate Beam W14x65 1. General Information Design Code

Unit System

Material Name

AISC-LRFD10M

N, mm

A36

Member Type 248MPa

Shape W14X43 ( Rolled )

Beam

2. Length 3.600m

3.600m

3.600m

1.000

1.000

3. Forces & Factors 38.34kN

-16.30kN·m

31.32kN·m

-17.17kN

7.413kN

0.000kN·m

1.000

y

13.462

x 347.98 7.747

13.462

203.2

4. Slenderness & Width-Thickness Ratio Slenderness 74.99

BTR 7.547

DTR 37.57

5. Check Axial Capacity 38.34

1.000

1.000

1,351

0.0284

6. Check Moment Capacity Check Items

Major Axis ( X ) -16.30 Flange : 10.79, Web : 107 Flange : 28.38, Web : 162 Flange : Compact Web : Compact 0.900 234 0.0698

Section Condition ø

Minor Axis ( Y ) 31.32 Flange : 10.79, Web : Flange : 28.38, Web : Flange : Compact Web : 0.900 63.33 0.495

7. Check Interaction of Combined Strength Formula

Ratio 0.579

Remark

8. Check Shear Capacity Check Items

Minor Axis ( X ) -17.17 1.200 1.000 5,471 0.900 733 0.0234

ø

Major Axis ( Y ) 7.413 5.000 1.000 2,696 1.000 401 0.0185

■ MEMBER NAME : PEDESTAL 1 1. General Information Design Code ACI318M-14

Unit System N,mm

24.00MPa

400MPa

240MPa

2. Section & Factor Section 500x800mm 1.000 ㆍ Frame Type : Braced Frame

3.000m

1.000

3.000m

0.600

0.600

0.600

3. Force 1000kN

-100.00kN·m

-120kN·m

55.00kN

70.00kN

30.00kN

68.00kN

4. Rebar Main Bar-1 14-4-P25( P25 )

Main Bar-2 4-2-P25

Main Bar-3 4-2-P25

Main Bar-4 -

Hoop( End ) P10@150

Hoop( Mid ) P10@300

5. Tie Bar Apply Tie Bar to Shear Check Yes

Tie Bar P10

400MPa

y

x 800 60 500

6. Option Seismic Provisions Considered

Moment Frame Type Ordinary Moment Frame

Minimum Ratio -

Maximum Ratio -

7. Moment Capacity Check Items kl/r

ρ

c ( mm ) a ( mm )

ø

Direction X 12.50 34.00 1.000 0.02700 39.00 -100.00 392 333 3,538 294 329 470 0.650 4,211 422 0.237 0.237

Direction Y 20.00 34.00 1.000 0.02700 30.00 -120 392 333 3,538 451 329 413 0.650 4,211 489 0.237 0.245

Remark = 10,800mm² = 156 = 0.850 = 539 = 626 = 0.000995 = 4,211 = 646 0.237 0.242

12500

P (kN)

θ=49.25˚ N.A=71.34˚

10750 9000 7250

6375 5500

(4211,646)

3750

eb=392.17mm

2000

(1000,156)

250

M (kN·m)

0

-1500 -3250 -5000

0 1500

1350

1200

1050

900

750

600

450

300

150

8. Shear Capacity Check Items s ( mm )

ø

Direction X 150 400 0.375 0.750 221 221 442 0.124

Direction Y 150 400 0.375 0.750 234 256 490 0.143

Remark 0.143

■ MEMBER NAME: FOOTING 1 1. General Information Design Code ACI318M-14

Unit System N, mm

24.00MPa

400MPa

2. Design Forces (1) Service Load ( by Load Combinations ) No CHK Name . ( kN ) ( kN·m ) sLCB22 831 1.047 1 Yes sLCB36 459 0.988 2 Yes sLCB22 831 1.047 3 Yes sLCB19 811 41.37 4 Yes sLCB37 479 -39.34 5 Yes sLCB22 831 1.047 6 Yes sLCB36 459 0.988 (2) Factored Load ( by Load Combinations ) No CHK Name . ( kN ) ( kN·m ) sLCB1 1,129 1.781 1 Yes sLCB11 684 1.519 2 Yes sLCB1 1,129 1.781 3 Yes sLCB2 976 68.36 4 Yes sLCB12 718 -65.69 5 Yes sLCB5 1,009 1.152 6 Yes sLCB11 684 1.519 (3) Surcharge Load & Self Weight Self Weight Surface Load Considered 5.000kN/m²

Description

( kN·m ) 56.86 -44.04 56.86 8.033 4.788 56.86 -44.04

SERV :( D ) - 0.6WL-Y SERV :0.6D + 0.6WL-Y SERV :( D ) - 0.6WL-Y SERV :( D ) + 0.6WL-X SERV :0.6D - 0.6WL-X SERV :( D ) - 0.6WL-Y SERV :0.6D + 0.6WL-Y Description

( kN·m ) 11.22 -74.19 11.22 9.648 7.179 91.02 -74.19

1.4D 0.9D + 1.0WL-Y 1.4D 1.2D + 1.0WL-X 0.9D - 1.0WL-X 1.2D - 1.0WL-Y 0.9D + 1.0WL-Y Weight Density 18.00kN/m³

Soil Height 2.000m

3. Column Shape Rectangle

B 500mm

D 800mm

Eccentricity( X ) 0.000mm

Eccentricity( Y ) 0.000mm

3,000 1,500

1,500

2,500

y x

5,000

Y1

2,500

X1

2,000 500

4. Rebar Layer-1 ( Y ) P20@250

Layer-2 ( Y ) -

Layer-1 ( X ) P20@250

Layer-2 ( X ) -

5. Foundation Depth 500mm

Cover 80.00mm

3.000m

5.000m

200KPa

Calculated 115 156 153 158 294 1,046 166 59.65

Criteria 200 1,280 731 2,108 171 180

Ratio 0.577 0.124 0.402 0.496 0.973 0.332

6. Check Capacity Check Items Soil Capacity ( KPa )

One Way Shear-X ( kN ) One Way Shear-Y ( kN ) Two Way Shear ( kN ) Moment-Y Direction( Mux, kN·m ) Moment-X Direction( Muy, kN·m )