Booster fan cr1 fn02 platform & duct support calculation note

ASEC for Manufacturing and Industrial Projects - ARESCO Tebbin Plant

145-MISR BANI SUEF COMPANY

BOOSTER FAN PLATFORM

& DUCT SUPPORT

CALCULATION SHEET Document no. : 145-MB-S-CA-9000 Prepared by : Eng. Ali Ahmed Elkashef Checked by : Eng. Ashraf maghraby Approved by : Eng. Mohamed Hikal Date : 09-06-2015 Rev. 0

1. INTRODUCTION 1

2. DESIGN DATA 2

2.1 Applicable codes and standards 22.2 Material Characteristics 22.3 Design Loads 32.4 Technical Specifications 4

3. ANALYSIS 15

3.1 Calculation Method 153.2 Main Assumptions 153.3 Model Configration 153.4 Load Combinations 56

4. DESIGN 60

4.1 Allowable Stresses 604.2 Design of Beam Columns 614.3 Design of Bracing members 624.4 Design of Base connections 854.5 Design of Beam connections 91

5 - CHECK OF DEFLECTION 120

APPENDIX (1) 121

INDEX

1. INTRODUCTION

SAP 2000 V14.2.2

Reference Documents: (refer to Appendix (1)

Mechanical GAs drawings ---------------------------# 1517-110-GA-634B

Analysis has been carried out using the commercial software

This note is concerned with Fan CR1-FN02 platform Of Misr Bani Suef Company Project.

The aim of this document is to design the steel structure supporting the mechanical loads , and carry out all the necessary checks and verifications.

#1517-110-GD-6222#1517-110-GD-6224

1

2. DESIGN DATA

2.1 Applicable codes and standards

- Structural steel design is in accordance with the Egyptian Code of Practice for Steel Constructions and Bridges (ASD) Code No. (205). Ministerial Decree No 279 - 2001 - Egyptian Code for Loads on Structural Elements and Buildings Code No. (201).

2.2 Material Characteristics

- Structural Steel :

Mass Density ( ) = 7.85 t/cm3

Modulus of Elasticity (E) = 2100 t/cm2

Coefficient of thermal Expansion () = 1.2x10-5 / oC

Structural Steel used is of Grade --- ST - 37Nominal ultimate strength ( Fu ) = 3.60 t/cm2 (Thickness < 40 mm)

= 3.40 t/cm2 (40 mm < Thickness < 100 mm)

Nominal yield strength ( Fy ) = 2.40 t/cm2 (Thickness < 40 mm)

= 2.15 t/cm2 (40 mm < Thickness < 100 mm)

- Bolts used are (HSB) High Strength bolts of the following grades:

Grade (8.8)Nominal ultimate strength ( Fub) = 8.00 t/cm2

Nominal yield strength ( Fyb) = 6.40 t/cm2

The bolt follows DIN 931 The nut follows DIN 555 The washer follows DIN 126

- Anchor bolts :

It is of steel grade ST - 37

Nominal ultimate strength ( Fu) = 3.60 t/cm2 (Diameters < 40 mm)

Nominal yield strength ( Fy) = 2.40 t/cm2 (Diameters < 40 mm)

- Welds :

The grade of weld material shall not be less than grade of base metal.

2

2.3 Design Loads

(DL) Dead load

The dead loads include the self-weight of steel structure, and covering material.

The unit weight of steel = 7.85 t/m3

Grating plate (30x30x3) = 40 Kg/m2

(LL) Live load

This load applied in the areas with covering material and / or surrounding the machines.

- Live load on platf.(LL) = 250 Kg/m2

- Dust load on platf. = 50 Kg/m2

Mechanical loads

Refer to mechanical loads presented in 1517-110-GD-6224 (appendix (1))

(MD) Mechanical dead loads (permanent loads)

- MD ---- cosidered as Load case (A)

(ML) Mechanical live loads

- ML ---- cosidered as Load case (D) - Load case (A) except for support (207SG)

The basic design loads given here below include the most permanent or variable loads that should be considered in load combinations.

will be Load case (B) - Load case (A)

3

(W) Wind loads

The design wind load (P) = Ce .k .q Where k is combined height, exposure factor.

Ce is pressure coefficient for the structure or portion of structure.

qs is wind pressure. qs = 0.078 T/m2

(Temp) Temperature load

(EQ) Seismic load

2.4 Technical Specifications

Deformations

Slenderness value for members

- Allowable slenderness ratio ( = K L / i ) should not increase than the following values:

For Tension Members: max < 300

For Compression Members:

For Beam Columns : max < 180

For Bracing Members : max < 200

Ce=1.3 for columns / 1.1 for beams

- The allowable vertical deflection due to live load for beams is limited to Span / 200 and for cantilevers is limited to Span/ 180

- The allowable lateral drift at top of columns due to combined lateral and gravity loads is limited to Height / 150 .

This load is taken in the longitudinal and transversal directions of structure in accordance with Egyptian Code (201).

The temperature effect will be considered by applying the change (increase or decrease) in

temperature = +30/-20 oC

For this type of light weight structures we can neglect its effect as it doesn't govern the design if compared with wind load.

4

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (DL) (As Defined) - Tonf, m, C Units

6/7/15 16:04:42

5

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (LL) (As Defined) - Tonf, m, C Units

6/7/15 16:05:29

6

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (MD) (As Defined) - Tonf, m, C Units

6/7/15 16:11:13

7

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (ML) (As Defined) - Tonf, m, C Units

6/7/15 16:08:00

8

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (Wx) (As Defined) - Tonf, m, C Units

6/7/15 16:07:00

9

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (Wy) (As Defined) - Tonf, m, C Units

6/7/15 16:07:24

10

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Span Loads (C1) (As Defined) - Tonf, m, C Units

6/7/15 16:11:41

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SAP2000


6/7/15 16:12:11

12

SAP2000


6/7/15 16:12:52

13

SAP2000


6/7/15 16:13:18

14

3. ANALYSIS

3.1 Calculation Method

- The calculation will be done considering working stress design method. - For evaluating the maximum stress in elements, the straining actions will be calculated for two cases:

Case :Primary stresses due to ……...dead loads + live loads In design the stresses in members due to case should not exceed the allowable stresses.

Case :Primary and additional stresses due to ………Case loads + Secondary Loads

- Design of connection will be based on bearing type bolts.

3.2 Main Assumptions

3.3 Model Configuration

- Here below we will present the frame elements labels and profiles

In design the stresses in members due to case should not exceed the allowable stresses by more than 20%.

- For any moving loads where the impact effect is not considered in the given mechanical loads then load factors have to be added to consider the impact effect by increasing LL by 25%.

15

SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Releases - Tonf, m, C Units

6/7/15 15:30:17

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SAP2000

SAP2000 v14.2.2 - File:BFP - Y-Z Plane @ X=15.025 - Tonf, m, C Units

6/7/15 15:32:19

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SAP2000


6/7/15 16:00:01

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SAP2000


6/7/15 16:00:38

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SAP2000


6/7/15 16:01:10

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SAP2000


6/7/15 15:31:02

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SAP2000


6/7/15 15:31:44

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SAP2000

SAP2000 v14.2.2 - File:BFP - Frame Releases - Tonf, m, C Units

6/7/15 15:29:53

23

SAP2000


6/7/15 15:01:53

24

SAP2000


6/7/15 15:02:48

25

SAP2000


6/7/15 15:03:44

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SAP2000


6/7/15 15:04:20

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SAP2000


6/7/15 15:05:05

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SAP2000


6/7/15 15:05:40

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SAP2000

SAP2000 v14.2.2 - File:BFP - X-Z Plane @ Y=0 - Tonf, m, C Units

6/7/15 16:01:47

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SAP2000

SAP2000 v14.2.2 - File:BFP - X-Z Plane @ Y=0.71 - Tonf, m, C Units

6/7/15 16:02:11

31

SAP2000


6/7/15 16:02:37

32

SAP2000


6/7/15 16:03:06

33

SAP2000


6/7/15 16:03:33

34

SAP2000

SAP2000 v14.2.2 - File:BFP - X-Z Plane @ Y=0 - Tonf, m, C Units

6/7/15 15:06:36

35

SAP2000


6/7/15 15:16:49

36

SAP2000


6/7/15 15:17:29

37

SAP2000


6/7/15 15:18:05

38

SAP2000


6/7/15 15:18:37

39

SAP2000

SAP2000 v14.2.2 - File:BFP - X-Y Plane @ Z=1.97 - Tonf, m, C Units

6/7/15 15:21:03

40

SAP2000


6/7/15 15:25:55

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SAP2000


6/7/15 15:26:46

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SAP2000


6/7/15 15:21:43

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SAP2000


6/7/15 15:22:41

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SAP2000


6/7/15 15:23:15

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SAP2000


6/7/15 15:24:05

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SAP2000


6/7/15 15:25:11

47

SAP2000


6/7/15 14:50:12

48

SAP2000


6/7/15 14:51:14

49

SAP2000


6/7/15 14:52:13

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SAP2000


6/7/15 14:52:54

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SAP2000


6/7/15 14:54:31

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SAP2000


6/7/15 14:55:11

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SAP2000


6/7/15 14:56:55

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SAP2000


6/7/15 14:59:37

55

Self weight Dead Load Live LoadMech. Dead

LoadMech. Live

Load+ wind in X - wind in X + wind in Y - wind in Y + EQ in X - EQ in X + EQ in Y - EQ in Y

SW DL LL MD ML C1 C2 C3 C4 WX+ WX- WY+ WY- EQX+ EQX- EQY+ EQY- Temp Temp

(+...) (-...)

COMB 1000 1.00 1.00 1.00 1.0 1.0

COMB 1001 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1002 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1100 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1101 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1102 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1300 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 1301 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 1302 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 1500 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1501 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1502 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 1700 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 1701 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 1702 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2000 1.00 1.00 1.00 1.00 1.0 1.0

COMB 2001 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2002 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2100 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2101 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2102 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2110 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2111 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2112 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2300 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 2301 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2302 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2310 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 2311 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2312 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2500 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2501 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2502 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2510 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2511 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2512 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 2700 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 2701 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2702 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2710 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 2711 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 2712 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3000 1.00 1.00 1.00 1.00 1.00 1.0 1.0

COMB 3001 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3002 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

CRANE LOADEnv. For Brac. Des

Temperature

Envelope

3.4 Loads Combinations :-

56


LoadMech. Live



(+...) (-...)


Temperature

Envelope

COMB 3100 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3101 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3102 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3110 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3111 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3112 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3300 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 3301 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3302 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3310 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 3311 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3312 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3500 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3501 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3502 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3510 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3511 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3512 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB 3700 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 3701 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3702 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3710 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB 3711 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB 3712 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/3000 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.0

COMB C1/3001 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3002 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3100 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3101 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3102 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3110 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3111 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3112 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3300 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C1/3301 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/3302 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/3310 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3311 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3312 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3500 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3501 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3502 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3510 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3511 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3512 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/3700 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C1/3701 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/3702 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/3710 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

57


LoadMech. Live



(+...) (-...)


Temperature

Envelope

COMB C1/3711 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/3712 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C2/3000 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.0

COMB C2/3001 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3002 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3100 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3101 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3102 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3110 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3111 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3112 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3300 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C2/3301 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C2/3302 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C2/3310 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3311 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3312 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3500 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3501 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3502 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3510 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3511 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3512 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C2/3700 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C2/3701 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C2/3702 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C2/3710 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C2/3711 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C2/3712 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C3/3000 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.0

COMB C3/3001 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3002 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3100 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3101 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3102 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3110 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3111 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3112 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3300 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C3/3301 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C3/3302 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C3/3310 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3311 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3312 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3500 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3501 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3502 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3510 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3511 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

58


LoadMech. Live



(+...) (-...)


Temperature

Envelope

COMB C3/3512 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C3/3700 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C3/3701 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C3/3702 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C3/3710 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C3/3711 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C3/3712 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C4/3000 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.0

COMB C4/3001 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3002 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3100 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3101 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3102 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3110 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3111 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3112 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3300 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C4/3301 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C4/3302 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C4/3310 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3311 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3312 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3500 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3501 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3502 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3510 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3511 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3512 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C4/3700 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C4/3701 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C4/3702 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C4/3710 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C4/3711 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C4/3712 0.83 0.83 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/1000 1.00 1.00 1.00 1.00 1.0 1.0

COMB C1/1001 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1002 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1100 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1101 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1102 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1300 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C1/1301 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/1302 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/1500 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1501 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1502 0.83 0.83 0.83 0.83 0.83 0.83 1.0 1.2

COMB C1/1700 0.83 0.83 0.83 0.83 -0.83 1.0 1.2

COMB C1/1701 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

COMB C1/1702 0.83 0.83 0.83 0.83 -0.83 0.83 1.0 1.2

59

4. DESIGN

4.1 Allowable Stresses

-Tension Stresses:

Allowable stress ( Fat) = 0.58 Fy

-Compression Stresses:

Allowable stress (Fac ) = 0.58 Fy - [ (0.58Fy - 0.75 ) (KL/i)2 / 104 ] for (KL/i) < 100

7500/ (KL/i)2 for (KL/i) >100

-Compression Stresses due to Bending: Allowable stress (Fb )

0.64 Fy ……………for compact section

0.58 Fy ……………for non-compact section

= FLTB in case where L unsuported of compression flange is > the allowable.

-Shear Stresses: Allowable stress (qall ) = 0.35 Fy

Working Stress Method is used for the design, in accordance to the Egyptian Code of Practice for Steel Constructions and Bridges Code No. (205).

in case where L unsuported of compression flange is < the allowable.

=

60

STEEL GRADE: 37 Fy (Thickness ≤ 40) = 2.40 t/cm2 Fy (40>Thickness≤100) = 2.15 t/cm2

Fu (Thickness ≤ 40) = 3.60 t/cm2 Fu (40>Thickness≤100) = 3.40 t/cm2

B C D E F G H I J K L M N O P Q R S T U V W X Y Z AA AB AC AD AE AF AG AH AI AJ AK AL AM AN AO AP AQ AR AS AT AU AV AW AX AY AZ BA BB BC BD BE BF BG BH BI BJ BK BL BM

N Mx My Qy Qx Load Lbx Lby Lu Zx req Section H B Tw Tf A act. Ix act. Zx act. ix act. Iy act. Zy act. iy act. x y fca fbcx fbcy Fc Fcb Fex Fey Max comp. Flange tip Lucom Class Normal Check Of % Safety SBS-weld

ton m.ton m.ton ton ton case m m m Diam-mm Grade Con.Type cm3 type Name Size mm mm mm mm cm2 cm4 cm3 cm cm4 cm3 cm Act. Act. t/cm2 t/cm2 t/cm2 t/cm2 t/cm2 t/cm2 t/cm2 web flange web flange in flange stress m of section S.R. t/cm2 S.R. t/cm2 S.R. Section Margin N D-mm Grade S-mm L-mm mm

B-011 0.0 0.0 0.1 0.1 0.2 1 0.97 0.97 0.97 20 10.9 Friction 36 RS UPN 120 120 55 7 9 17.00 364 61 4.62 43 11 1.59 21 61 0.00 0.03 0.63 1.39 1.39 17.19 2.03 1.00 1.00 1.00 1.00 1.00 0.86 0.04 Outside In comp. 0.71 Compact 1.00 1.00 0.47 0.01 0.01 0.03 0.03 Safe 53 2 20 10.9 5 10 N/R

B-021 -0.7 0.3 0.4 0.2 0.5 1 2.46 1.04 3.66 20 10.9 Friction 228 RS HEA 160 152 160 6 9 38.80 1670 220 6.57 616 77 3.98 37 26 0.02 0.14 0.54 1.30 1.39 5.35 10.93 0.85 0.85 1.00 0.59 1.00 -0.70 0.22 Outside In comp. 2.07 Compact 1.00 1.00 0.50 0.02 0.03 0.03 0.03 Safe 50 2 20 10.9 5 11 N/R

G-03 -0.2 1.0 0.0 1.0 0.0 1 9.90 1.93 1.93 20 10.9 Friction 81 RS IPE 200 200 100 5.6 8.5 28.50 1940 194 8.26 142 29 2.24 120 86 0.01 0.51 0.07 0.52 1.39 0.52 1.02 0.85 0.85 1.00 0.51 1.00 -0.97 0.88 Outside In comp. 1.29 Compact 1.00 1.00 0.43 0.11 0.13 0.00 0.00 Safe 57 2 20 10.9 5 14 N/R

G-01 0.6 2.4 0.0 0.0 0.0 1 9.90 1.17 3.66 20 10.9 Friction 171 RS IPE 240 240 120 6.2 9.8 39.10 3890 324 9.97 284 47 2.69 99 43 0.01 0.73 0.01 1.39 1.39 0.76 4.00 1.00 1.00 1.00 0.49 1.00 -1.05 0.99 Outside In comp. 1.55 Compact 1.00 1.00 0.54 0.00 0.00 0.00 0.00 Safe 46 2 20 10.9 5 18 N/R

B-026 -0.1 3.6 0.2 1.7 0.3 1 2.56 1.05 1.05 20 10.9 Friction 357 RS IPE 270 270 135 6.6 10.2 45.90 5790 429 11.20 420 62 3.02 23 35 0.00 0.84 0.32 1.31 1.54 14.36 6.20 0.85 0.85 1.00 0.50 1.00 -1.00 0.73 Outside In comp. 1.74 Compact 1.00 1.00 0.78 0.11 0.14 0.01 0.02 Safe 22 2 20 10.9 5 21 N/R

G-04 -0.1 4.2 0.0 0.2 0.0 1 9.90 3.76 3.76 20 10.9 Friction 301 RS IPE 270 270 135 6.6 10.2 45.90 5790 429 11.20 420 62 3.02 88 125 0.00 0.98 0.00 0.48 1.39 0.96 0.48 1.00 0.85 1.00 0.50 1.00 -0.99 1.00 Outside In comp. 1.74 Compact 1.00 1.00 0.71 0.01 0.02 0.00 0.00 Safe 29 2 20 10.9 5 21 N/R

B-076 -3.6 0.0 0.0 0.0 0.0 1 1.37 0.69 1.37 20 10.9 Friction 2 RS UPN 120 120 55 7 9 17.00 364 61 4.62 43 11 1.59 30 43 0.21 0.04 0.00 1.27 1.39 8.53 4.04 1.00 0.85 1.00 1.00 1.00 0.77 1.00 Outside In comp. 0.71 Compact 1.03 1.00 0.20 0.00 N/C 0.00 N/C Safe 80 2 20 10.9 5 10 N/R

B-075 0.0 1.0 0.0 1.7 0.0 1 1.11 1.11 1.11 20 10.9 Friction 73 RS IPE 160 160 82 5 7.4 20.10 869 109 6.58 68 17 1.84 17 60 0.00 0.87 0.06 1.39 1.39 26.59 2.08 1.00 1.00 1.00 0.50 1.00 -1.01 0.94 Outside In comp. 1.06 Compact 1.00 1.00 0.67 0.25 0.30 0.00 0.00 Safe 33 2 20 10.9 5 10 N/R

B-069 2.0 1.4 0.1 1.3 0.1 1 5.13 3.76 0.80 20 10.9 Friction 128 RS HEA 160 152 160 6 9 38.80 1670 220 6.57 616 77 3.98 78 95 0.05 0.65 0.07 1.39 1.54 1.23 0.84 1.00 1.00 1.00 0.45 1.00 -1.23 0.89 Outside In comp. 2.07 Compact 1.00 1.00 0.55 0.16 0.19 0.01 0.01 Safe 45 2 20 10.9 5 11 N/R

B-077 4.3 1.5 0.0 0.9 0.0 1 2.46 1.85 1.85 20 10.9 Friction 116 RS IPE 200 200 100 5.6 8.5 28.50 1940 194 8.26 142 29 2.24 30 82 0.15 0.77 0.06 1.39 1.39 8.46 1.11 1.00 1.00 1.00 0.38 1.00 -1.62 0.91 Outside In comp. 1.29 Compact 1.00 1.00 0.71 0.09 0.11 0.00 0.00 Safe 29 2 20 10.9 5 14 N/R


B-109 2.0 0.1 0.0 0.1 0.1 1 1.21 0.61 0.61 20 10.9 Friction 22 RS UPN 120 120 55 7 9 17.00 364 61 4.62 43 11 1.59 26 38 0.11 0.16 0.27 1.39 1.54 10.93 5.18 1.00 1.00 1.00 0.51 1.00 -1.05 0.16 Outside In comp. 0.71 Compact 1.00 1.00 0.39 0.01 0.02 0.01 0.01 Safe 61 2 20 10.9 5 10 N/R

B-100 0.6 0.6 0.0 0.0 0.0 1 5.50 1.00 5.50 20 10.9 Friction 44 RS IPE 160 160 82 5 7.4 20.10 869 109 6.58 68 17 1.84 84 54 0.03 0.55 0.02 1.39 0.58 1.07 2.54 1.00 1.00 1.00 0.46 1.00 -1.15 0.97 Outside In comp. 1.06 Compact 1.00 1.00 0.96 0.01 0.01 0.00 0.00 Safe 4 2 20 10.9 5 10 N/R

2071SA -1.2 1.8 0.0 3.0 0.1 1 1.21 1.21 1.21 20 10.9 Friction 144 RS IPE 200 200 100 5.6 8.5 28.50 1940 194 8.26 142 29 2.24 15 54 0.04 0.93 0.11 1.20 1.54 34.95 2.57 1.00 1.00 1.00 0.53 1.00 -0.90 0.90 Outside In comp. 1.29 Compact 1.00 1.02 0.72 0.31 0.37 0.00 0.01 Safe 28 2 20 10.9 5 14 N/R



G-12 -12.9 0.6 0.5 0.2 0.7 1 1.78 3.50 3.50 20 10.9 Friction 271 RS IPE 300 300 150 7.1 10.7 53.80 8360 557 12.50 604 81 3.35 14 104 0.24 0.11 0.57 0.69 1.39 36.99 0.69 1.00 0.85 1.00 1.00 1.00 0.44 0.38 Outside In comp. 1.94 Compact 1.01 1.31 0.96 0.01 0.01 0.03 0.04 Safe 4 2 20 10.9 5 25 N/R

B-103 -2.0 1.2 0.3 0.3 0.4 1 5.50 1.00 5.00 20 10.9 Friction 229 RS HEA 160 152 160 6 9 38.80 1670 220 6.57 616 77 3.98 84 25 0.05 0.56 0.36 0.94 1.39 1.07 11.88 1.00 0.85 1.05 0.56 1.00 -0.79 0.63 Outside In comp. 2.07 Compact 1.05 1.00 0.74 0.03 0.04 0.02 0.02 Safe 26 2 20 10.9 5 11 N/R

G-09 0.5 11.2 0.2 6.8 0.5 1 4.92 1.22 1.22 20 10.9 Friction 900 RS HEA 300 290 300 8.5 14 113.00 18260 1260 12.70 6310 421 7.49 39 16 0.00 0.89 0.05 1.39 1.54 5.00 28.27 1.00 1.00 1.11 0.50 1.00 -1.01 0.95 Outside In comp. 3.87 Compact 1.00 1.00 0.68 0.33 0.39 0.01 0.01 Safe 32 3 20 10.9 5 29 N/R

B-004 2.7 1.5 0.0 0.1 0.0 1 3.46 0.33 3.46 20 10.9 Friction 109 RS UPN 200 200 75 8.5 11.5 32.20 1910 191 7.70 148 27 2.14 45 15 0.08 0.80 0.00 1.39 1.39 3.71 31.54 1.00 1.00 1.45 0.57 1.00 -1.31 0.99 Outside In comp. 0.97 Compact 1.00 1.00 0.63 0.01 0.01 0.00 0.00 Safe 37 2 20 10.9 5 20 N/R




P-03 -8.2 0.0 0.0 0.0 0.0 1 1.94 1.94 1.94 20 10.9 Friction 6 RS IPE 160 160 82 5 7.4 20.10 869 109 6.58 68 17 1.84 29 105 0.41 0.00 0.07 0.67 1.39 8.63 0.67 0.85 0.85 1.75 1.00 1.00 0.99 0.85 Outside In comp. 1.06 Compact 1.00 2.14 0.71 0.00 0.00 0.00 N/C Safe 29 2 20 10.9 5 10 N/R

2030SG -7.1 0.5 0.2 0.3 0.7 1 1.40 1.40 1.40 20 10.9 Friction 129 RS HEA 160 152 160 6 9 38.80 1670 220 6.57 616 77 3.98 21 35 0.18 0.23 0.24 1.31 1.54 16.52 6.06 1.00 1.00 1.00 1.00 1.00 0.03 0.63 Outside In comp. 2.07 Compact 1.01 1.03 0.47 0.03 0.04 0.04 0.04 Safe 53 2 20 10.9 5 11 N/R

P-02 -4.7 0.0 0.0 0.0 0.0 1 1.97 1.97 1.97 20 10.9 Friction 0 RS IPE 200 200 100 5.6 8.5 28.50 1940 194 8.26 142 29 2.24 24 88 0.17 0.00 0.00 0.90 1.39 13.19 0.97 1.00 0.85 1.00 1.00 1.00 1.00 1.00 Outside In comp. 1.29 Compact 1.01 1.03 0.19 0.00 N/C 0.00 N/C Safe 81 2 20 10.9 5 14 N/R

C-05 -17.6 1.0 0.0 0.5 0.0 1 4.28 2.56 4.28 20 10.9 Friction 83 RS IPE 270 270 135 6.6 10.2 45.90 5790 429 11.20 420 62 3.02 38 85 0.38 0.23 0.04 0.93 1.39 5.14 1.04 0.85 0.85 1.28 1.00 1.00 0.32 0.94 Outside In comp. 1.74 Compact 1.00 1.34 0.62 0.03 0.04 0.00 0.00 Safe 38 2 20 10.9 5 21 N/R

C-09 -9.9 0.0 0.0 0.0 0.0 1 10.42 2.09 10.42 20 10.9 Friction 10 RS IPE 200 200 100 5.6 8.5 28.50 1940 194 8.26 142 29 2.24 126 93 0.35 0.00 0.07 0.47 0.35 0.47 0.87 0.85 0.85 1.04 1.00 1.00 1.00 0.83 Outside In comp. 1.29 Compact 3.28 1.42 0.81 0.00 N/C 0.00 0.00 Safe 19 2 20 10.9 5 14 N/R

G-07 3.9 5.5 0.0 1.7 0.0 1 11.20 2.80 4.23 20 10.9 Friction 410 RS IPE 300 300 150 7.1 10.7 53.80 8360 557 12.50 604 81 3.35 90 84 0.07 0.99 0.04 1.39 1.39 0.93 1.07 1.00 1.00 1.53 0.46 1.00 -1.19 0.96 Outside In comp. 1.94 Compact 1.00 1.00 0.79 0.09 0.11 0.00 0.00 Safe 21 2 20 10.9 5 25 N/R

B-066 -6.5 1.2 0.3 0.4 0.1 1 4.50 4.92 4.50 20 10.9 Friction 222 RS HEA 300 290 300 8.5 14 113.00 18260 1260 12.70 6310 421 7.49 35 66 0.06 0.10 0.06 1.11 1.39 5.97 1.74 0.85 0.85 1.00 0.87 1.00 -0.14 0.70 Outside In comp. 3.87 Compact 1.00 1.00 0.17 0.02 0.02 0.00 0.00 Safe 83 3 20 10.9 5 29 N/R

CROSS SECTIONCmx

MISR BANI SUEF CAMPANYBOOSTER FAN PLATFORM & DUCT SUPPORT

DESIGN OF SECTIONS

Mem. No.BOLTS

A2

Cmy CbCheck Of [qx]

REMARKSA1Check Of [qy] Bolted conn. Welded conn.

4.2. Design of beam columns

61

m

70 mm 7 mm cm

cm

cm

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-

Design of Bolted Connection :

SectionSingle angle

70x7

t/cm2

-

10

Stress Ratio = 0.62

Check Stress Ratio :

0.234

0.375Allowable Stress : Fc =

Actual Stress : f ca =

SAFE

SAFE

Actual Stress :

Allowable Stress :

0.251

1.392


t/cm2

Ft =

f ta =

30

AK

50

-

MISR BANI SUEF CAMPANY

Issued for Approval

BOOSTER FAN PLATFORM & DUCT SUPPORT

70x7

e =

1 -

67.1

0

q r =

Iv =

Rev. Descreption Design

F tr =

p

(S.R = 0.65)

tG.P

α = 0.8 tmin =

a =

1.50

Bolted

iu = 2.67

Single angle

Properties of Section :

Section :

Area =

M12

300

Lby =

9.40

Check Slenderness Ratio :

Design Calculation Sheet

Design of Angles Subjected to Axial Force According to ECP No.(205)

Kx =

1.97

109.5 200

ARESCOTEBBIN

cm417.6

Thickness of Gusset Plate =

Iu =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

2.201.80

t/cm2

1.50

Sheet No. :

1.37

iv =

Case of Loading :ton Grade of Steel : I

Member ID : HB-003

Lbx =

10 mm

ton

1.50 1.0m

Type of Connection :

Length =

Bolts :

m

109.5

7.17 cm2

λv =

Kg/mWeight =

A red =

Check as Tension Member :

cm2

1.0Ky =

7.38

SAFE

< Ft

1.61

3.78

Stress Ratio =

SAFE (S.R = 0.34)

0.18

0.4 Fy = 0.96

6.43

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts

Check of Shear Rapture :

Shear Strength :

No. of Bolts = 1.31

Bearing Strength :

R sh = q b x A s x n =

Bolts

R b = F b x d x t min = 2.42

1.68

cm2

cm2

2.2 tonqr x Ash + Ftr x At =

0.725 Fy = 1.74

x

mm7

Check as Compression Member :

Grade of Bolts : 8.8 Ash =Bolts : M12

t/cm2

t/cm2


λv =

e p p e

x

4.3 Desgin of bracing members:-

62

m

60 mm 6 mm cm

cm

cm

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λv =

qr x Ash + Ftr x At =

0.725 Fy = 1.74

x

mm6

2.07

1.68

cm2

cm2

0.1 tonShear Strength :

No. of Bolts = 0.03

Bearing Strength :


Bolts

R b = F b x d x t min =

SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0)

0.00

0.4 Fy = 0.96

5.51

At =

ton

t/cm2

< Ft

1.38

3.24

SAFE

A red =


cm2

1.0Ky =

5.42


Length =

Bolts :

m

120.5

5.12 cm2

λv =

Kg/mWeight =

Lbx =

10 mm

ton

1.41 1.0m

ton Grade of Steel : I

Member ID : HB-039

t/cm2

1.41

Sheet No. :

1.17

iv =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

0.060.03

120.5 200

ARESCOTEBBIN

cm49.4


Iu =

t =

cm4

300

Lby =

6.91




Kx =

1.69a =

1.41

Bolted

iu = 2.29

Single angle


Section :

Area =

M12


F tr =

p

(S.R = 0.01)

tG.P

α = 0.8 tmin =

1 -

36.1

0

q r =

Iv =

30

AK

50

-


Issued for Approval


60x6

e =

SAFE

Actual Stress :

Allowable Stress :

0.005

1.392


t/cm2

Ft =

f ta =

Stress Ratio = 0.03


0.008



SAFE

Approved

-


SectionSingle angle

60x6

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


63

m

60 mm 6 mm cm

cm

cm

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-


SectionSingle angle

60x6

t/cm2

-

10

Stress Ratio = 0.36


0.191



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.045

1.392


t/cm2

Ft =

f ta =

30

AK

50

-


Issued for Approval


60x6

e =

1 -

36.1

0

q r =

Iv =


F tr =

p

(S.R = 0.39)

tG.P

α = 0.8 tmin =

a =

1.05

Bolted

iu = 2.29

Single angle


Section :

Area =

M12

300

Lby =

6.91




Kx =

1.69

89.8 200

ARESCOTEBBIN

cm49.4


Iu =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

1.320.23

t/cm2

1.05

Sheet No. :

1.17

iv =


Member ID : HB-047

Lbx =

10 mm

ton

1.05 1.0m


Length =

Bolts :

m

89.8

5.12 cm2

λv =

Kg/mWeight =

A red =


cm2

1.0Ky =

5.42

SAFE

< Ft

1.38

3.24

Stress Ratio =

SAFE (S.R = 0.23)

0.03

0.4 Fy = 0.96

5.51

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 0.79

Bearing Strength :


Bolts

R b = F b x d x t min = 2.07

1.68

cm2

cm2


0.725 Fy = 1.74

x

mm6



t/cm2

t/cm2


λv =

e p p e

x


64

m

70 mm 7 mm cm

cm

cm

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λv =


0.725 Fy = 1.74

x

mm7

2.42

1.68

cm2

cm2


No. of Bolts = 1.07

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.27)

0.02

0.4 Fy = 0.96

6.43

At =

ton

t/cm2

< Ft

1.61

3.78

SAFE

A red =


cm2

1.0Ky =

7.38


Length =

Bolts :

m

116.4

7.17 cm2

λv =

Kg/mWeight =

Lbx =

10 mm

ton

1.59 1.0m


Member ID : HB-058

t/cm2

1.59

Sheet No. :

1.37

iv =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

1.800.23

116.4 200

ARESCOTEBBIN

cm417.6


Iu =

t =

cm4

300

Lby =

9.40




Kx =

1.97a =

1.59

Bolted

iu = 2.67

Single angle


Section :

Area =

M12


F tr =

p

(S.R = 0.53)

tG.P

α = 0.8 tmin =

1 -

67.1

0

q r =

Iv =

30

AK

50

-


Issued for Approval


70x7

e =

SAFE

Actual Stress :

Allowable Stress :

0.032

1.392


t/cm2

Ft =

f ta =

Stress Ratio = 0.58


0.191



SAFE

Approved

-


SectionSingle angle

70x7

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


65

m

80 mm 8 mm cm

cm

cm

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-


SectionSingle angle

80x8

t/cm2

-

10

Stress Ratio = 0.61


0.203



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.017

1.392


t/cm2

Ft =

f ta =

35

AK

50

-


Issued for Approval


80x8

e =

1 -

115.0

0

q r =

Iv =


F tr =

p

(S.R = 0.74)

tG.P

α = 0.8 tmin =

a =

1.80

Bolted

iu = 3.06

Single angle


Section :

Area =

M12

300

Lby =

12.30




Kx =

2.26

116.1 200

ARESCOTEBBIN

cm429.6


Iu =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

2.500.16

t/cm2

1.80

Sheet No. :

1.55

iv =


Member ID : HB-120

Lbx =

10 mm

ton

1.80 1.0m


Length =

Bolts :

m

116.1

9.58 cm2

λv =

Kg/mWeight =

A red =


cm2

1.0Ky =

9.66

SAFE

< Ft

2.24

4.32

Stress Ratio =

SAFE (S.R = 0.31)

0.01

0.4 Fy = 0.96

8.04

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 1.49

Bearing Strength :


Bolts

R b = F b x d x t min = 2.76

1.68

cm2

cm2


0.725 Fy = 1.74

x

mm8



t/cm2

t/cm2


λv =

e p p e

x


66

m

60 mm 6 mm cm

cm

cm

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λv =


0.725 Fy = 1.74

x

mm6

2.07

1.68

cm2

cm2


No. of Bolts = 1.53

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.46)

0.07

0.4 Fy = 0.96

5.51

At =

ton

t/cm2

< Ft

1.38

3.24

SAFE

A red =


cm2

1.0Ky =

5.42


Length =

Bolts :

m

105.1

5.12 cm2

λv =

Kg/mWeight =

Lbx =

10 mm

ton

1.23 1.0m


Member ID : HB-147

t/cm2

1.23

Sheet No. :

1.17

iv =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

2.570.47

105.1 200

ARESCOTEBBIN

cm49.4


Iu =

t =

cm4

300

Lby =

6.91




Kx =

1.69a =

1.23

Bolted

iu = 2.29

Single angle


Section :

Area =

M12


F tr =

p

(S.R = 0.76)

tG.P

α = 0.8 tmin =

1 -

36.1

0

q r =

Iv =

30

AK

50

-


Issued for Approval


60x6

e =

SAFE

Actual Stress :

Allowable Stress :

0.092

1.392


t/cm2

Ft =

f ta =

Stress Ratio = 0.91


0.371



SAFE

Approved

-


SectionSingle angle

60x6

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


67

m

100 mm 10 mm cm

cm

cm

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λu =


0.725 Fy = 1.74

x

mm10

3.46

1.68

cm2

cm2


No. of Bolts = 0.09

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.01)

0.00

0.4 Fy = 0.96

11.80

At =

ton

t/cm2

< Ft

3.80

5.40

SAFE

A net =


cm2

1.0Ky =

30.2


Length =

Bolts :

m

183.2

35.60 cm2

λu =

Kg/mWeight =

Lbx =

10 mm

ton

7.00 1.0m


Member ID : MRHB

t/cm2

7.00

Sheet No. :

1.95

iv =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

0.120.16

183.2 200

ARESCOTEBBIN

cm473.3


Iu =

t =

cm4

300

Lby =

38.40




Kx =

2.82a =

7.00

Bolted

iu = 3.82

2Ls Star-Shaped


Section :

Area =

M12


F tr =

p

(S.R = 0.04)

tG.P

α = 0.8 tmin =

1 -

280.0

0

q r =

Iv =

45

AK

50

-


Issued for Approval


100x10

e =

SAFE

Actual Stress :

Allowable Stress :

0.004

1.392


t/cm2

Ft =

f ta =

Stress Ratio = 0.01


0.003



SAFE

Approved

-


Section2Ls Star-Shaped

100x10

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


68

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-


Section2Ls Back to Back

60x6

t/cm2

-

8

Stress Ratio = 0.51


0.178



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.000

1.392


t/cm2

Ft =

96.1

f ta =

30

AK

50

-


Issued for Approval


60x6

e =

1 -

22.8

96.1

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.44)

tG.P

α = 0.8 tmin =

a =

2.66

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

13.82




Kx =

1.69

146.2 200

ARESCOTEBBIN

cm4106.0


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

2.460.00

t/cm2

2.66

Sheet No. :

2.77

SAFE

iy =


Member ID : NB-03

Lbx =

8 mm

ton

2.66 1.0m


Length =

Bolts :

m

146.2

12.14 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

10.84

SAFE

SAFE

< Ft

1.84

4.32

Stress Ratio =

SAFE (S.R = 0.33)

0.00

0.4 Fy = 0.96

7.35

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 0.89

Bearing Strength :


Bolts

R b = F b x d x t min = 2.76

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm8



t/cm2

t/cm2


λx =

e p p e

x


69

m

70 mm 7 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

4



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm8

2.76

3.36

cm2

cm2


No. of Bolts = 3.04

Bearing Strength :


Bolts


SAFE

4M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.65)

0.00

0.4 Fy = 0.96

12.88

At =

ton

t/cm2

< Ft

1.84

10.08

SAFE

SAFE

A net =


cm2

1.0Ky =

14.76


Length =

Bolts :

m

81.8

16.84 cm2

λx =

Kg/mWeight =

Lbx =

8 mm

ton

3.47 0.5m


Member ID : NB-05

t/cm2

3.47

Sheet No. :

3.18

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

8.400.00

81.8 200

ARESCOTEBBIN

cm4190.4


Ix =

t =

cm4

300

300

Lby =

18.80




Kx =

1.97a =

1.74

Bolted

ix = 2.12

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.75)

tG.P

α = 0.8 tmin =

1 -

42.4

109.0

0

λy =

q r =

Iy =

λy = 200

30

AK

50

-


Issued for Approval


70x7

e =

SAFE

Actual Stress :

Allowable Stress :

0.000

1.392


t/cm2

Ft =

109.0

f ta =

Stress Ratio = 0.71


0.447



SAFE

Approved

-



70x7

t/cm2

-

8

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


70

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

3



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm8

2.76

3.36

cm2

cm2


No. of Bolts = 2.31

Bearing Strength :


Bolts


SAFE

3M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.63)

0.38

0.4 Fy = 0.96

10.11

At =

ton

t/cm2

< Ft

1.84

7.20

SAFE

SAFE

A net =


cm2

1.0Ky =

10.84


Length =

Bolts :

m

65.2

12.14 cm2

λx =

Kg/mWeight =

Lbx =

8 mm

ton

2.37 0.5m


Member ID : SGBR-08

t/cm2

2.37

Sheet No. :

2.77

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

5.606.40

65.2 200

ARESCOTEBBIN

cm4106.0


Ix =

t =

cm4

300

300

Lby =

13.82




Kx =

1.69a =

1.19

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.77)

tG.P

α = 0.8 tmin =

1 -

22.8

85.7

0

λy =

q r =

Iy =

λy = 200

30

AK

50

-


Issued for Approval


60x6

e =

SAFE

Actual Stress :

Allowable Stress :

0.527

1.392


t/cm2

Ft =

85.7

f ta =

Stress Ratio = 0.44


0.405



SAFE

Approved

-



60x6

t/cm2

-

8

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


71

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

3

DateDate

-AM

Checked

-

Date

-HK

Approved

-



60x6

t/cm2

-

8

Stress Ratio = 0.50


0.504



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.387

1.392


t/cm2

Ft =

50.6

f ta =

30

AK

50

-


Issued for Approval


60x6

e =

1 -

22.8

50.6

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.84)

tG.P

α = 0.8 tmin =

a =

1.40

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

13.82




Kx =

1.69

76.9 200

ARESCOTEBBIN

cm4106.0


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

6.974.70

t/cm2

1.40

Sheet No. :

2.77

SAFE

iy =


Member ID : SGBR-14

Lbx =

8 mm

ton

1.40 1.0m


Length =

Bolts :

m

76.9

12.14 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

10.84

SAFE

SAFE

< Ft

1.84

7.20

Stress Ratio =

SAFE (S.R = 0.68)

0.28

0.4 Fy = 0.96

10.11

At =

ton

t/cm2

SAFE

3M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 2.52

Bearing Strength :


Bolts

R b = F b x d x t min = 2.76

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm8



t/cm2

t/cm2


λx =

e p p e

x


72

m

80 mm 8 mm cm

cm

cm

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λu =


0.725 Fy = 1.74

x

mm8

2.76

1.68

cm2

cm2


No. of Bolts = 0.49

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.1)

0.02

0.4 Fy = 0.96

8.04

At =

ton

t/cm2

< Ft

2.24

4.32

SAFE

A net =


cm2

1.0Ky =

19.32


Length =

Bolts :

m

179.7

22.36 cm2

λu =

Kg/mWeight =

Lbx =

10 mm

ton

5.50 1.0m


Member ID : VB-031

t/cm2

5.50

Sheet No. :

1.55

iv =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

0.830.53

179.7 200

ARESCOTEBBIN

cm429.6


Iu =

t =

cm4

300

Lby =

24.60




Kx =

2.26a =

5.50

Bolted

iu = 3.06

2Ls Star-Shaped


Section :

Area =

M12


F tr =

p

(S.R = 0.24)

tG.P

α = 0.8 tmin =

1 -

115.0

0

q r =

Iv =

35

AK

50

-


Issued for Approval


80x8

e =

SAFE

Actual Stress :

Allowable Stress :

0.024

1.392


t/cm2

Ft =

f ta =

Stress Ratio = 0.15


0.034



SAFE

Approved

-



80x8

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


73

m

80 mm 8 mm cm

cm

cm

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λu =


0.725 Fy = 1.74

x

mm8

2.76

1.68

cm2

cm2


No. of Bolts = 0.42

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.08)

0.01

0.4 Fy = 0.96

8.04

At =

ton

t/cm2

< Ft

2.24

4.32

SAFE

A net =


cm2

1.0Ky =

19.32


Length =

Bolts :

m

195.4

22.36 cm2

λu =

Kg/mWeight =

Lbx =

10 mm

ton

5.98 1.0m


Member ID : VB-036

t/cm2

5.98

Sheet No. :

1.55

iv =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

0.710.31

195.4 200

ARESCOTEBBIN

cm429.6


Iu =

t =

cm4

300

Lby =

24.60




Kx =

2.26a =

5.98

Bolted

iu = 3.06

2Ls Star-Shaped


Section :

Area =

M12


F tr =

p

(S.R = 0.21)

tG.P

α = 0.8 tmin =

1 -

115.0

0

q r =

Iv =

35

AK

50

-


Issued for Approval


80x8

e =

SAFE

Actual Stress :

Allowable Stress :

0.014

1.392


t/cm2

Ft =

f ta =

Stress Ratio = 0.15


0.029



SAFE

Approved

-



80x8

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


74

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm10

3.46

3.36

cm2

cm2


No. of Bolts = 0.67

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.24)

0.06

0.4 Fy = 0.96

9.19

At =

ton

t/cm2

< Ft

2.30

5.40

SAFE

SAFE

A net =


cm2

1.0Ky =

10.84


Length =

Bolts :

m

189.8

12.14 cm2

λx =

Kg/mWeight =

Lbx =

10 mm

ton

3.45 1.0m


Member ID : VB-045

t/cm2

3.45

Sheet No. :

2.85

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

2.251.00

189.8 200

ARESCOTEBBIN

cm4111.9


Ix =

t =

cm4

300

300

Lby =

13.82




Kx =

1.69a =

3.45

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.33)

tG.P

α = 0.8 tmin =

1 -

22.8

121.4

0

λy =

q r =

Iy =

λy = 200

30

AK

50

-


Issued for Approval


60x6

e =

SAFE

Actual Stress :

Allowable Stress :

0.082

1.392


t/cm2

Ft =

121.4

f ta =

Stress Ratio = 0.78


0.163



SAFE

Approved

-



60x6

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


75

m

80 mm 8 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-



80x8

t/cm2

-

10

Stress Ratio = 0.46


0.104



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.011

1.392


t/cm2

Ft =

181.8

f ta =

35

AK

50

-


Issued for Approval


80x8

e =

1 -

72.3

181.8

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.38)

tG.P

α = 0.8 tmin =

a =

3.34

Bolted

ix = 2.42

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

24.60




Kx =

2.26

138.0 200

ARESCOTEBBIN

cm4332.0


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

2.560.24

t/cm2

6.68

Sheet No. :

3.67

SAFE

iy =


Member ID : VB-062

Lbx =

10 mm

ton

6.68 0.5m


Length =

Bolts :

m

138.0

22.36 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

19.32

SAFE

SAFE

< Ft

2.80

5.40

Stress Ratio =

SAFE (S.R = 0.25)

0.01

0.4 Fy = 0.96

10.06

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 0.76

Bearing Strength :


Bolts

R b = F b x d x t min = 3.46

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm10



t/cm2

t/cm2


λx =

e p p e

x


76

m

80 mm 8 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm10

3.46

3.36

cm2

cm2


No. of Bolts = 1.68

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.56)

0.00

0.4 Fy = 0.96

10.06

At =

ton

t/cm2

< Ft

2.80

5.40

SAFE

SAFE

A net =


cm2

1.0Ky =

19.32


Length =

Bolts :

m

146.7

22.36 cm2

λx =

Kg/mWeight =

Lbx =

10 mm

ton

3.55 1.0m


Member ID : VB-074

t/cm2

3.55

Sheet No. :

3.67

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

5.640.00

146.7 200

ARESCOTEBBIN

cm4332.0


Ix =

t =

cm4

300

300

Lby =

24.60




Kx =

2.26a =

3.55

Bolted

ix = 2.42

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.83)

tG.P

α = 0.8 tmin =

1 -

72.3

96.7

0

λy =

q r =

Iy =

λy = 200

35

AK

50

-


Issued for Approval


80x8

e =

SAFE

Actual Stress :

Allowable Stress :

0.000

1.392


t/cm2

Ft =

96.7

f ta =

Stress Ratio = 0.66


0.229



SAFE

Approved

-



80x8

t/cm2

-

10

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


77

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-



60x6

t/cm2

-

8

Stress Ratio = 0.66


0.246



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.030

1.392


t/cm2

Ft =

93.2

f ta =

30

AK

50

-


Issued for Approval


60x6

e =

1 -

22.8

93.2

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.61)

tG.P

α = 0.8 tmin =

a =

2.58

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

13.82




Kx =

1.69

141.8 200

ARESCOTEBBIN

cm4106.0


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

3.400.37

t/cm2

2.58

Sheet No. :

2.77

SAFE

iy =


Member ID : VB-078

Lbx =

8 mm

ton

2.58 1.0m


Length =

Bolts :

m

141.8

12.14 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

10.84

SAFE

SAFE

< Ft

1.84

4.32

Stress Ratio =

SAFE (S.R = 0.46)

0.02

0.4 Fy = 0.96

7.35

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 1.23

Bearing Strength :


Bolts

R b = F b x d x t min = 2.76

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm8



t/cm2

t/cm2


λx =

e p p e

x


78

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm8

2.76

3.36

cm2

cm2


No. of Bolts = 0.08

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.03)

0.01

0.4 Fy = 0.96

7.35

At =

ton

t/cm2

< Ft

1.84

4.32

SAFE

SAFE

A net =


cm2

1.0Ky =

10.84


Length =

Bolts :

m

186.3

12.14 cm2

λx =

Kg/mWeight =

Lbx =

8 mm

ton

3.39 1.0m


Member ID : VB-079

t/cm2

3.39

Sheet No. :

2.77

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

0.210.23

186.3 200

ARESCOTEBBIN

cm4106.0


Ix =

t =

cm4

300

300

Lby =

13.82




Kx =

1.69a =

3.39

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.04)

tG.P

α = 0.8 tmin =

1 -

22.8

122.4

0

λy =

q r =

Iy =

λy = 200

30

AK

50

-


Issued for Approval


60x6

e =

SAFE

Actual Stress :

Allowable Stress :

0.019

1.392


t/cm2

Ft =

122.4

f ta =

Stress Ratio = 0.07


0.015



SAFE

Approved

-



60x6

t/cm2

-

8

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


79

m

80 mm 8 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-



80x8

t/cm2

-

10

Stress Ratio = 0.37


0.079



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.000

1.392


t/cm2

Ft =

188.1

f ta =

35

AK

50

-


Issued for Approval


80x8

e =

1 -

72.3

188.1

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.28)

tG.P

α = 0.8 tmin =

a =

3.46

Bolted

ix = 2.42

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

24.60




Kx =

2.26

142.8 200

ARESCOTEBBIN

cm4332.0


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

1.940.00

t/cm2

6.91

Sheet No. :

3.67

SAFE

iy =


Member ID : VB-081

Lbx =

10 mm

ton

6.91 0.5m


Length =

Bolts :

m

142.8

22.36 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

19.32

SAFE

SAFE

< Ft

2.80

5.40

Stress Ratio =

SAFE (S.R = 0.19)

0.00

0.4 Fy = 0.96

10.06

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 0.58

Bearing Strength :


Bolts

R b = F b x d x t min = 3.46

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm10



t/cm2

t/cm2


λx =

e p p e

x


80

m

70 mm 7 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

4



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm8

2.76

3.36

cm2

cm2


No. of Bolts = 3.16

Bearing Strength :


Bolts


SAFE

4M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.67)

0.00

0.4 Fy = 0.96

12.88

At =

ton

t/cm2

< Ft

1.84

10.08

SAFE

SAFE

A net =


cm2

1.0Ky =

14.76


Length =

Bolts :

m

109.1

16.84 cm2

λx =

Kg/mWeight =

Lbx =

8 mm

ton

2.31 1.0m


Member ID : VB-086

t/cm2

2.31

Sheet No. :

3.18

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

8.740.00

109.1 200

ARESCOTEBBIN

cm4190.4


Ix =

t =

cm4

300

300

Lby =

18.80




Kx =

1.97a =

2.31

Bolted

ix = 2.12

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.79)

tG.P

α = 0.8 tmin =

1 -

42.4

72.7

0

λy =

q r =

Iy =

λy = 200

30

AK

50

-


Issued for Approval


70x7

e =

SAFE

Actual Stress :

Allowable Stress :

0.000

1.392


t/cm2

Ft =

72.7

f ta =

Stress Ratio = 0.74


0.465



SAFE

Approved

-



70x7

t/cm2

-

8

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


81

m

60 mm 6 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2



t/cm2

t/cm2


λx =


0.725 Fy = 1.74

x

mm8

2.76

3.36

cm2

cm2


No. of Bolts = 1.10

Bearing Strength :


Bolts


SAFE

2M12(8.8)

e

25

Bolts


Stress Ratio =

SAFE (S.R = 0.41)

0.03

0.4 Fy = 0.96

7.35

At =

ton

t/cm2

< Ft

1.84

4.32

SAFE

SAFE

A net =


cm2

1.0Ky =

10.84


Length =

Bolts :

m

70.1

12.14 cm2

λx =

Kg/mWeight =

Lbx =

8 mm

ton

2.55 0.5m


Member ID : VB-090

t/cm2

2.55

Sheet No. :

2.77

SAFE

iy =

Case of Loading :

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

3.040.52

70.1 200

ARESCOTEBBIN

cm4106.0


Ix =

t =

cm4

300

300

Lby =

13.82




Kx =

1.69a =

1.28

Bolted

ix = 1.82

2Ls Back to Back


Section :

Area =

M12


F tr =

p

(S.R = 0.54)

tG.P

α = 0.8 tmin =

1 -

22.8

92.1

0

λy =

q r =

Iy =

λy = 200

30

AK

50

-


Issued for Approval


60x6

e =

SAFE

Actual Stress :

Allowable Stress :

0.043

1.392


t/cm2

Ft =

92.1

f ta =

Stress Ratio = 0.26


0.220



SAFE

Approved

-



60x6

t/cm2

-

8

DateDate

-AM

Checked

-

Date

-HK

e p p e

x


82

m

70 mm 7 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

2

DateDate

-AM

Checked

-

Date

-HK

Approved

-



70x7

t/cm2

-

8

Stress Ratio = 0.83


0.272



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.172

1.392


t/cm2

Ft =

100.6

f ta =

30

AK

50

-


Issued for Approval


70x7

e =

1 -

42.4

100.6

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.92)

tG.P

α = 0.8 tmin =

a =

3.20

Bolted

ix = 2.12

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

18.80




Kx =

1.97

150.9 200

ARESCOTEBBIN

cm4190.4


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

5.112.90

t/cm2

3.20

Sheet No. :

3.18

SAFE

iy =


Member ID : VB-105

Lbx =

8 mm

ton

3.20 1.0m


Length =

Bolts :

m

150.9

16.84 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

14.76

SAFE

SAFE

< Ft

1.84

4.32

Stress Ratio =

SAFE (S.R = 0.69)

0.12

0.4 Fy = 0.96

7.35

At =

ton

t/cm2

SAFE

2M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 1.85

Bearing Strength :


Bolts

R b = F b x d x t min = 2.76

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm8



t/cm2

t/cm2


λx =

e p p e

x


83

m

80 mm 8 mm cm

cm

cm

< <

< <

< Fc

ton >

ton

4

DateDate

-AM

Checked

-

Date

-HK

Approved

-



80x8

t/cm2

-

10

Stress Ratio = 0.85


0.510



SAFE

SAFE

Actual Stress :

Allowable Stress :

0.000

1.392


t/cm2

Ft =

73.6

f ta =

35

AK

50

-


Issued for Approval


80x8

e =

1 -

72.3

73.6

0

λy =

q r =

Iy =

λy = 200


F tr =

p

(S.R = 0.93)

tG.P

α = 0.8 tmin =

a =

2.70

Bolted

ix = 2.42

2Ls Back to Back


Section :

Area =

M12

300

300

Lby =

24.60




Kx =

2.26

111.7 200

ARESCOTEBBIN

cm4332.0


Ix =

t =

cm4

asec

Project Tiltle :

Compression =

ST- 37Tension =

Departement :

12.540.00

t/cm2

2.70

Sheet No. :

3.67

SAFE

iy =


Member ID : VB-117

Lbx =

10 mm

ton

2.70 1.0m


Length =

Bolts :

m

111.7

22.36 cm2

λx =

Kg/mWeight =

A net =


cm2

1.0Ky =

19.32

SAFE

SAFE

< Ft

2.80

12.60

Stress Ratio =

SAFE (S.R = 0.73)

0.00

0.4 Fy = 0.96

16.97

At =

ton

t/cm2

SAFE

4M12(8.8)

e

25

Bolts


Shear Strength :

No. of Bolts = 3.73

Bearing Strength :


Bolts

R b = F b x d x t min = 3.46

3.36

cm2

cm2


0.725 Fy = 1.74

x

mm10



t/cm2

t/cm2


λx =

e p p e

x


84

Joint OutputCase CaseType StepType F1 F2 F3

Text Text Text Text Tonf Tonf Tonf

159 ENV. Combination Max 0.1301 0.4909 10.0431

159 ENV. Combination Min ‐0.1308 ‐1.9141 ‐1.326

161 ENV. Combination Min ‐0.1302 ‐0.8183 ‐2.8709

162 ENV. Combination Max 0.1304 1.9317 10.6314

Extreme output reaction for IPE200 base connection:-4.4-Design of bases connections:-

85

0

X

C X

T 30

Qy 20

Qx

Qr

20

20 20

Bearing Plate Data :

< %

mm %

mm %

< %

< %

< %

23

mm

mm mm Cm2

< <

< 1.1 *

* * mm

Ø mm

mm mm mm

* * mm mm

* * mm mm

mm

400 mm

qr = Qr/Atotal =

400 mmUse Embebed Length = 520Anchor Bolt Total Length =

mmRequired Embebed Length =

Minimum Embebed Length ( 20 d ) =

of Tmin

6.8Flange Weld Size = Web Weld Size =

0.72

FINALLY USE :

21

30

Hole Diameter =

Hole Diameter =

GROUT THICK. =

mm

ftall-ton\cm2

1.01

Embebed Length =

GRADE

Bearing Plate Area =

Bearing Plates Are Clashed

Check of Pitch Bolt Distance

1.4

100

qall-ton\cm2

4.6+ 3-NUT & WASHER

21

Max. Bearing =

4.48

kg/cm2 of Bearing plate

ton

160Thread Length =

250

S2-(mm)

Please Decrease dictanse S1

14

0

80

60

14

0

Check of Edge Bolt Distance

12

8.5

5.6

Anchor Bolt Data :

Fu-ton\cm2

3.6

Fy-ton\cm2

2.4

M-(mm)

20

qact. (ton/cm2) =

fcu-kg/cm2 fb-kg\cm2

250

fCall-kg\cm2

70.00 8.18

Steel Data:

20

ton (TEN.)

0.27 Safe

21.1

ton

80

S1-(mm)

20

Approve By

(Qr/n)/(Abolt) =

SAFE0.61(fact/ftall)2+(qact/qall)

2 =

Joint Forces :-

10.01

Steel Grade

ton (COM.)

AM

0.72

Design By

300

Rev.

Steel Grade

MISR BANI SUEF COMPANY

600

D-(mm)

IPE200

mm

mm

mm

mm

mm

B-(mm)

Project

1.94

0.131

ton

ton

Tw =

Tf =

Column Size :-

200

2.88 Bf =

AK

5 140

2

Bolt (d)

20

r =

30.00

10

100

d-(mm)

Design of Base Connection (Hinged-with anchor bolts)-(N,Q)

Dept. Item BASE PLATE FOR SECTION IPE200

H =

Grout (mm)

d-(mm)t-(mm) b-(mm)

0.765

N-(mm)

fw-all-ton\cm2

37

240 140

100

As/bolt(cm2)

2.45

t-(mm) b-(mm)

HKCheck By

240

0

Tpl-(mm)

X2 =

kg/cm2

Check of Plate Thickness due to Compresion(C):

30mm

Check of concrete due to Compresion(C):

70.0

0.13 ton.cm/cm

SAFEfcon = C / ( B * D ) = 29.8

25 mm Moment/unit width =X1 =

kg/cm2

6 * M / (0.58 * Fy * B) =

Check of Plate Thickness due to Tension(T):

Thickness required t (mm)= 6 * M / (0.72 * Fy * B) = 6.8 SAFE

ftact (ton/cm2) = T/(n*Abolt) = 0.59 ton/cm2

Check of Anchor Bolt due to Shear(Qr) & Tension(T):

Moment = T(tension)x[(D-S1)x0.5-N] = 14.4 ton.cm

Thickness required t (mm)=

0.61

SAFE

SAFE

ton/cm2Safe 0.25

Safety Ratio

All Tension Supported By Bearing Plate

ton/cm2

1.01

ton/cm2

Thread Length = 160

Safe0.72

Safety Ratio 0.43

Safety Ratio 0.27

0.58

16

0

Actual Tension / Anchor =

Required Length of Anchor Bolts :- 96.9 Cm2

37

0.05

52

0

40

0

Check of weld:

-154

Max.Tension Supported By Bearing Plate= 2.2 ton

0.40

60 10

ton/cm2

BASE PLATE

ANCHOR BOLT 2

240

BEARING PLATE 10

25 140

100

37

400

GRADE

GRADE 37

520

100

37

feq = (fca2+3*q2) = ton/cm2

TEMPLATE 5 140 60

37

GRADE

Total Length =

0.80

Weld Size ( of Tmin )

TemPlate Data :

1.94

Number(n) Fu-ton\cm2

3.6

Base Plate Data :

Concrete Data:

0.765

Safety Ratio

Safety Ratio

fconXmax.(x1 or x2)2/2 =

0.84

WELD RATIO 0.8

0.72

20

GRADE

NOTE: qall & ftall decreased by 15 % according to clause 6.7.5 in ECP 205-2001

fca = Max.(C,T)/Atotal =

1

A total cm2= 39.57

SAFE

Safety Ratio 0.52

ton/cm2

86

Joint OutputCase StepType F1 F2 F3

Text Text Text Tonf Tonf Tonf

47 ENV. Max 0.6558 1.2618 10.259

51 ENV. Min ‐0.2236 ‐1.6546 ‐15.0122

296 ENV. Max 0.3845 0.9532 25.0996

Extreme output reaction for IPE270 base connection:-

87

0

X

C X

T 30

Qy #

Qx

Qr

#

15 15


< %

mm %

mm %

< %

< %

< %

23

mm

mm mm Cm2

< <

< 1.1 *

* * mm

Ø mm

mm mm mm

* * mm mm

* * mm mm

mm

600 mm

qr = Qr/Atotal =




of Tmin


0.72

FINALLY USE :

31

30

Hole Diameter =

Hole Diameter =

GROUT THICK. =

mm

ftall-ton\cm2

1.01

Embebed Length =

GRADE




3.8

100

qall-ton\cm2

4.6+ 3-NUT & WASHER

31

Max. Bearing =

5.28


ton

200Thread Length =

32140

S2-(mm)


240

140

230

230


15

10.2

6.6

Anchor Bolt Data :

Fu-ton\cm2

3.6

Fy-ton\cm2

2.4

M-(mm)

52.5

qact. (ton/cm2) =


250

fCall-kg\cm2

70.00 8.18

Steel Data:

15

ton (TEN.)

0.39 Safe

29.6

ton

140

S1-(mm)

20

Approve By

(Qr/n)/(Abolt) =


2 =

Joint Forces :-

25.1

Steel Grade

ton (COM.)

AM

0.72

Design By

300

Rev.

Steel Grade


600

D-(mm)

IPE270

mm

mm

mm

mm

mm

B-(mm)

Project

1.66

0.66

ton

ton

Tw =

Tf =

Column Size :-

270

15.02 Bf =

AK

5 230

4

Bolt (d)

30

r =

30.00

10

135

d-(mm)


Dept. Item BASE PLATE FOR SECTION IPE270

H =

Grout (mm)

d-(mm)t-(mm) b-(mm)

0.765

N-(mm)

fw-all-ton\cm2

37

300 240

100

As/bolt(cm2)

5.61

t-(mm) b-(mm)

HKCheck By

300

140

Tpl-(mm)

X2 =

kg/cm2


66mm


70.0

0.76 ton.cm/cm

SAFEfcon = C / ( B * D ) = 34.9

21.75 mm Moment/unit width =X1 =

kg/cm2

6 * M / (0.58 * Fy * B) =



ftact (ton/cm2) = T/(n*Abolt) = 0.67 ton/cm2



Thickness required t (mm)=

0.45

SAFE

SAFE

ton/cm2Safe 0.39

Safety Ratio

ton/cm2

1.01

ton/cm2

Thread Length = 200

Safe0.72

Safety Ratio 0.50

Safety Ratio 0.51

0.66

200



37

0.03

750

600

Check of weld:

209


0.08

230 10

ton/cm2

BASE PLATE

ANCHOR BOLT 4

300

BEARING PLATE 10

32 240

100

37

600

GRADE

GRADE 37

750

100

37

feq = (fca2+3*q2) = ton/cm2

TEMPLATE 5 230 230

37

GRADE

Total Length =

0.80


TemPlate Data :

1.79

Number(n) Fu-ton\cm2

3.6

Base Plate Data :

Concrete Data:

0.765

Safety Ratio

Safety Ratio


0.93

WELD RATIO 0.8

0.72

30

GRADE



1

A total cm2= 64.45

SAFE

Safety Ratio 0.10

ton/cm2

88

Joint OutputCase CaseType F1 F2 F3

Text Text Text Tonf Tonf Tonf

203 ENV. Combination 2.4955 0.000255 1.0418

203 ENV. Combination ‐1.912 ‐0.00042 ‐1.1233

204 ENV. Combination ‐1.7624 ‐0.00047 ‐1.0057

Extreme output reaction for UPN200 base connection:-

89

0

X

C X

T 30

Qy #

Qx

Qr

#

20 20


< %

mm %

mm %

< %

< %

< %

23

mm

mm mm Cm2

< <

< 1.1 *

* * mm

Ø mm

mm mm mm

* * mm mm

* * mm mm

mm



1

A total cm2= 47.90

SAFE

Safety Ratio 0.67

ton/cm2

0.765

Safety Ratio

Safety Ratio


0.62

WELD RATIO 0.8

0.80


TemPlate Data :

2.50

Number(n)

0.72

20

GRADE 37

feq = (fca2+3*q

2) = ton/cm

2

TEMPLATE 5 140 60

37

GRADE

Total Length =

37

400

GRADE

GRADE 37

510

100

ton/cm2

BASE PLATE

ANCHOR BOLT 2

240

BEARING PLATE 10

20 160

100

510

400

Check of weld:

-324


0.51

60 10

150



37

0.05

ton/cm2

Thread Length = 150

Safe0.72

Safety Ratio 0.04

Safety Ratio 0.17

0.23

0.50

SAFE

SAFE

ton/cm2Safe 0.02

Safety Ratio

All Tension Supported By Bearing Plate

ton/cm2

1.01ftact (ton/cm2) = T/(n*Abolt) = 0.23 ton/cm

2



Thickness required t (mm)= 6 * M / (0.58 * Fy * B) =



0.03 ton.cm/cm

SAFEfcon = C / ( B * D ) = 2.7

25 mm Moment/unit width =X1 =

kg/cm2

X2 =

kg/cm2


50mm


Fu-ton\cm2

3.6

100

As/bolt(cm2)

2.45

t-(mm) b-(mm)

HKCheck By

70.0

Base Plate Data :

Concrete Data:Grout (mm)

d-(mm)t-(mm) b-(mm)

0.765

N-(mm)

75

d-(mm)


Dept. Item BASE PLATE FOR SECTION UPN200

H =

Bf =

AK

5 140

2

Bolt (d)

20

r =

30.00

10

fw-all-ton\cm2

Project

0

2.5

ton

ton

Tw =

Tf =

Column Size :- 240

0200


600

D-(mm)

UPN200

mm

mm

mm

1.13

ton (COM.)

AM

0.72

Design By

300

Rev.

Steel Grade

20

Approve By

(Qr/n)/(Abolt) =


2 =

Joint Forces :-

1.042

Steel Grade

37

ton (TEN.)

0.09 Safe

12.3

ton

80

S1-(mm)

qact. (ton/cm2) =


250

fCall-kg\cm2

70.00 8.18

Steel Data:

mm

mm

6

11.5

8.5

Anchor Bolt Data :

Fu-ton\cm2

3.6

Fy-ton\cm2

2.4

240

B-(mm)

160

M-(mm)

42.5 20

Tpl-(mm)

200

S2-(mm)


160

80

60

140


4.6+ 3-NUT & WASHER

21

Max. Bearing =

6.8


ton

150Thread Length =

ftall-ton\cm2

1.01

Embebed Length =

GRADE




0.6

100

qall-ton\cm2

21

30

Hole Diameter =

Hole Diameter =

GROUT THICK. =

mm



of Tmin


0.72

FINALLY USE :

400 mm

qr = Qr/Atotal =


90

Frame Station OutputCase CaseType StepType P V2 V3

Text m Text Text Text Tonf Tonf Tonf

B‐021 4.92 ENV. Combination Min ‐1.041 0.2423 ‐1.4483

B‐103 5.5 ENV. Combination Max 0.2678 2.5909 0.2414


Extrem out put reactions for HEA160 shear connection:

4.5 Design of Beam connections:-

91

I

2

4

1

20 mm

5

< mm

t = mm

ton < 1

<

cm

<

<

<

12.91

20

SAFE

(Subjected to Shear +Torsion)

Mcan = 7.67 cm.t

cm2

4.90

ton

SAFE

6.47

0.12

ton

SAFE

18.41

Check of Combined Shear and Tension :

E= 80 mm

0.72

160

End Plate Thickness :

mm

mmNet Width = 116

SAFE

-

t/cm2

19 cm.t

0.236

t/cm2

169.9 cm4

Face (1-1) :

0.17

0.792

t/cm2

0.72

Face (2-2) :

ton

Checked Date

8.0 6.0 mmaround the Flanges = mm

5.0

Point (B) :

2.03 6.47

Check of Tension :

Tensile Strength :

ton

α = 0.60

Stressed Area =

t/cm2

t/cm2

Sweld :

Point (A) :

0.41 t/cm2

HK

0.792

- - - -

Check on Weld :

0.3

Sweld =

(Subjected to Shear +Tension)

around the Web = mm

DateDesign DateApprovedAM

Rev. Descreption0

4.90

Bearing Strength :

Rleast =

Shear Strength :

Issued for Approval AK1 - -

SAFE

Check of Bolts :

Grade of Bolts : 8.8

Number of Columns of Bolts =

tmin =Number of Plans Subjected to Shear =

Bolt Diameter = 20

mm

St 37

Connection :

Member :

Design Calculation SheetDesign of Bolted Shear Connection

of the Bearing Type

HEA160

asec

H = 160

Connected Beams :Beam (1) :

mm

Qy = 2.6

H = 152

HEA 160

ARESCOTEBBIN

Qx = 1.5 ton

ton

bf =

mm

mm

N =

tw =tf =

mm

mm

160

6.0

Arrangement of Bolts :A= 30

tw =

80

9.0

Rsh a =

2.45

4.90

8.64 ton

mm

0.74

ton

Check of Shear :

mm

mm

bf =

IPE 160

5.0

Beam (2) :

82 mmmm

tf = 7.4 mm

Number of Bolts :

B = D= mm

Bp =

40

1.61t = mm

t/cm2

t/cm2

0.38

SAFE

Project Tiltle :

Department : Booster Fan Platform & Duct Support


Case of Loading :

8.1 ton

Grade of Steel :

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

2

A

2

tAeq q3ff

2

B

2

tBeq q3ff

22

t

ta

sh

a sh

R

R

R

R

bf

Mt

all

6

X

tM

p

t

w

y

yI

xM

A

Qq

.

VL

22

xytotalqqq

pI

p

t

xI

yMq

.

n

TR

ta

yF 0.58

net

y

tA

Qf

bf

Mt

all

6

92



B‐066 0 ENV. Combination Min ‐0.5646 ‐0.4651 ‐0.1014

B‐066 4.92 ENV. Combination Max ‐0.0981 0.6676 0.0533

B‐066 4.92 ENV. Combination Min ‐7.7812 ‐0.5404 ‐0.061

Extrem out put reactions for HEA300 hanged from HEA160 connection:

93

II

4

2

1

1

2 ton <

3 t = mm

20 mm

<

ton < 1

<

Aw FL=

70.719.5

51.2

Aw Total =

-

--- -

SAFE


mm

cm2

mm

ton

mm

0

Qx =ton

Bolt Diameter =

Grade of Steel : St-37

Case of Loading :

Connected Beams :

H =

mmmm bf =

-Rev. Descreption

20 mm

290


tmin = Allowable & Actual Stresses on Bolts :

mm


tf =

Date

Design of Shear Plate : Shear Strength :

Tensile Strength : ton

Check of Tension :

Bp =

1.2

mm

Stressed Area = 2.45

Number of Plans Subjected to Shear =

Number of Bolts :

Arrangement of Bolts :

B =

152 mm

7.9

HEA 300

ton

Beam (2) :

Qy =

H =


BOOSTER FAN PLATFORM & DUCT SUPPORT ID :

1.5

Input Data :

Project Tiltle :

Department :

Sheet No. :

T =

Sweld :

ton5.88

4.67 ton

Bearing Strength :

Rleast =

8.5

300

14.0

Beam (1) : HEA 160

01

mm37 D=

160 mm

α= 0.6

At Point (A) :

mm

Check on Weld :

mm

A= 180

tw =

tf = 9.0

bf = 160

tw = 6.0

HK-

Checked Date ApprovedAM

Design Date

- -Issued for Approval AK -

cm2cm2

0.792

Aw WEB=

SAFEt/cm2

t/cm20.70

0.19 SAFE

C =

mm

Properties of Weld :

7.76Take t =

Hp =

7.84

2.01

Design Calculation SheetDesign of Shear Connection

ACCORDING TO EGYPTIAN CODE OF PRACTICE NO. (205)

0

20 mm

mm

86

7.76

ton

SAFE

mm

(LONGITUDINAL DIRECTION)

(TRANSVERSE DIRECTION)

around the Web = 8.0 mm

0.30around the Flanges = 10.0 mm

cm2

#NUM! mm Rsh a = 4.67 ton

0.456

ton4.67

180

mm

Check of Shear :

E =

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

n

TRta

ys FA

Qq 35.0

2

3

22

t

ta

sh

a sh

R

R

R

R

2

A

2

tAeq q3ff

bf

Mt

all

6

bf

Mt

all

6

94



G‐09 0 ENV. CombinatioMin ‐0.2907 ‐7.7284 ‐1.1727

G‐10 6.43197 ENV. CombinatioMax 0.7488 7.9353 0.1355

G‐06 6.43197 ENV. CombinatioMax 1.4467 2.6899 0.4802

Extrem out put reactions for HEA300 typical shear connection:

95

I

2

4

1

16 mm

5

< mm

t = mm

ton < 1

<

cm

<

<

<

6.22

16

SAFE

(Subjected to Shear +Torsion)

Mcan = 3.34 cm.t

cm2

4.90

ton

SAFE

6.47

0.17

ton

SAFE

7.81


E= 140 mm

0.72

300

End Plate Thickness :

mm

mmNet Width = 256

SAFE

-

t/cm2

74 cm.t

0.33

t/cm2

1251.8 cm4

Face (1-1) :

0.02

0.792

t/cm2

0.99

Face (2-2) :

ton

Checked Date

10.0 6.0 mmaround the Flanges = mm

6.0

Point (B) :

0.36 6.47

Check of Tension :

Tensile Strength :

ton

α = 0.60

Stressed Area =

t/cm2

t/cm2

Sweld :

Point (A) :

0.50 t/cm2

HK

0.792

- - - -

Check on Weld :

0.326

Sweld =

(Subjected to Shear +Tension)

around the Web = mm

DateDesign DateApprovedAM

Rev. Descreption0

4.90

Bearing Strength :

Rleast =

Shear Strength :

Issued for Approval AK1 - -

SAFE

Check of Bolts :



tmin =Number of Plans Subjected to Shear =

Bolt Diameter = 20

mm

St 37

Connection :

Member :

Design Calculation SheetDesign of Bolted Shear Connection

of the Bearing Type

HEA300

asec

H = 300

Connected Beams :Beam (1) :

mm

Qy = 7.9

H = 290

HEA 300

ARESCOTEBBIN

Qx = 1.2 ton

ton

bf =

mm

mm

N =

tw =tf =

mm

mm

300

8.5

Arrangement of Bolts :A= 69

tw =

140

14.0

Rsh a =

2.45

4.90

6.91 ton

mm

2.01

ton

Check of Shear :

mm

mm

bf =

IPE 300

7.1

Beam (2) :

150 mmmm

tf = 10.7 mm

Number of Bolts :

B = D= mm

Bp =

80

2.23t = mm

t/cm2

t/cm2

0.46

SAFE

Project Tiltle :

Department : Booster Fan Platform & Duct Support


Case of Loading :1.5 ton

Grade of Steel :

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

2

A

2

tAeq q3ff

2

B

2

tBeq q3ff

22

t

ta

sh

a sh

R

R

R

R

bf

Mt

all

6

XtM

p

t

w

y

yI

xM

A

Qq

.

VL

22

xytotalqqq

pI

p

t

xI

yMq

.

n

TRta

yF 0.58 net

y

tA

Qf

bf

Mt

all

6

96



P‐02 0 ENV. Combination Min ‐4.6931 ‐0.0246 ‐0.0246

Extrem out put reactions for IPE200 Post connection:

97

II

4

2

1

1

2 ton <

3 t = mm

10 mm

<

ton < 1

<

0.000

ton3.53

220

mm

Check of Shear :

E =

0.000 mm Rsh a = 3.53 ton

cm2





mm

72

4.97

ton

SAFE

mm0

10 mm



0.00 SAFE

C =

mm


4.97Take t =

Hp =

0.04

0.01

cm2

0.792

Aw WEB=

SAFEt/cm2

t/cm2

0.00

cm2

Design Date

- -Issued for Approval AK - HK

-


tw =

tf = 8.5

bf = 100

tw = 5.6

At Point (A) :

mm

Check on Weld :

mm

A= 120

6.6

135

10.2

Beam (1) : IPE 200

01

mm32 D=

Sweld :

ton3.77

3.53 ton

Bearing Strength :

Rleast =



0.0

Input Data :

Project Tiltle :

Department :

Sheet No. :

T =

0.0

IPE 270

ton

Beam (2) :

Qy =

H =

0.0

mm



Number of Bolts :Arrangement of Bolts :

B =

200 mm

tf =

Date



Check of Tension :

Bp = 135 mm



mm


α= 0.6

H =

mmmm bf =

-Rev. Descreption

16 mm

270 mm

50

Qx =ton

Bolt Diameter =


Case of Loading :

Connected Beams :

SAFE


mm

cm2

mm

ton

Aw FL=

35.216.019.2

Aw Total =

-

--- -

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

n

TR

ta

ys FA

Qq 35.0

2

3

22

t

ta

sh

a sh

R

R

R

R

2

A

2

tAeq q3ff

bf

Mt

all

6

bf

Mt

all

6

98



P‐03 0 ENV. Combination Min ‐8.1883 ‐0.0424 ‐0.024

P‐03 0 ENV. Combination Max 4.5779 0.042 0.024

Extrem out put reactions for IPE160 over Beam connection:

99

II

4

2

1

1

2 ton <

3 t = mm

10 mm

<

ton < 1

<

1.016

ton3.84

200

mm

Check of Shear :

E =

15.603 mm Rsh a = 2.02 ton

cm2





mm

60

2.66

ton

SAFE

mm0

10 mm



0.19 SAFE

C =

mm


2.66Take t =

Hp =

0.04

0.01

cm2

0.792

Aw WEB=

SAFEt/cm2

t/cm2

0.14

cm2

Design Date

- -Issued for Approval AK - HK

-


tw =

tf = 8.5

bf = 100

tw = 5.6

At Point (A) :

mm

Check on Weld :

mm

A= 100

5.0

#N/A

7.4

Beam (1) : IPE 200

01

mm31 D=

Sweld :

ton2.02

2.02 ton

Bearing Strength :

Rleast =



0.0

Input Data :

Project Tiltle :

Department :

Sheet No. :

T =

0.0

IPE 160

ton

Beam (2) :

Qy =

H =

4.6

mm




B =

200 mm

tf =

Date



Check of Tension :

Bp = 122 mm



mm


α= 1.0

H =

mmmm bf =

-Rev. Descreption

12 mm

160 mm

50

Qx =ton

Bolt Diameter =


Case of Loading :

Connected Beams :

SAFE


mm

cm2

mm

ton

Aw FL=

32.012.819.2

Aw Total =

-

--- -

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

n

TR

ta

ys FA

Qq 35.0

2

3

22

t

ta

sh

a sh

R

R

R

R

2

A

2

tAeq q3ff

bf

Mt

all

6

bf

Mt

all

6

100




B‐074 0 ENV. Combination Max 1.1071 ‐0.8711 0.0977

Extrem out put reactions for IPE160 typical shear connection connection:

101

ARESCO

TEBBIN

IPE160Sheet No. :

Conn. No. :

ton2.22Q =

ton1.11N = cm.t7.77Mweld =

IPE240GirderIPE160Beam

mm L240Hg =mm160Hb =

mm120Bg =mm82Bb =

mm6.20Twg =mm5.00Twb =

mm9.8Tfg =mm7.40Tfb =

mm15r =mm9.00r =

mm6Tplate =

mm25B =mm35A =

mm25C2 =mm20C1=

OK140Check Dim. ( L )mm25E =mm50D =

mm25Edge for N =mm25Edge for Q =

1NO.OF Sh. PLAN8.8mm Bolt Grade16BOLT DIA.(d) =2BOLT NO. (n) =

26.4Fyb = t/cm28Fub =cm2

1.57AS =

t/cm22.4Fy =t/cm2

3.6 Fu =37Steel Grade

LINES2NO.OF W. L. =mm5S =Tmin.0.8Weld Size

t/cm20.792Feq = 1.1 * Fweld=t/cm2

0.72Fweld = 0.2 * Fu=

mm5 tmin.=0.25 K =0.6 αN =0.6 αQ =

t/bolt1.73RbN.=αN*Fu*d*tmin.=t/bolt1.73RbQ.=αQ*Fu*d*tmin.=t/bolt3.14 Rsh=KxFubxAs=

ok0.75>1Long Joint F =t/bolt1.73Rleast =

Safet/bolt1.73<t/bolt1.24

t/cm20.96qr =0.4Fy=cm2

2.4Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

0.8At.net =

Safeton2.22>ton3.70Qall=qr* Ash+Ftr*At=

t/cm20.96qr =0.4Fy =cm2

0.8Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

2.4At.net =

Safeton1.11>ton4.94Qall=qr*Ash+Ftr*At=

ton3.70<ton2.48Req1 =CHECK-1

Safe1<0.41Req2 =CHECK-2

cm325cm2 Zsec. =12.7Asec.=

ton2.22cm.t Qsec. =7.8Msec.=ton1.11Nsec. =

Safet/cm20.84<t/cm2

0.32q =

Safet/cm21.4<t/cm2

0.39ft =

SafeSafet/cm21.54<t/cm2

0.71feq. =

cm483.83cm2 Iw =10.02Aw =cm10.02Lw =

Safet/cm20.72<t/cm2

0.58ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.22q = Q / A =


0.69

0.41Rup.2 Safe Ratio=0.67Rup.1 Safe Ratio=0.72Bolt Safe Ratio=

0.87Conn. Safe Ratio=0.87Weld Safe Ratio=0.46Sec. Safe Ratio=

mm111X60X6PL.FINALLY USE :

HSBB.T.8.8GRADE16M2

mm25B =mm35A =@

mm25C2 =mm20C1 =

mm25E =mm50D =

mm5Sw =Weld Lines2Tmin.0.8Weld Size

Design of Shear Conn. Bearing Type According to ECP No.(205)

Design Calculation Sheet a

se

c


BOOSTER FAN PLATFORM & DUCT SUPPORTDepartment :

Project Title :

CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:

RUPTURE DUE TO TENSION :

RUPTURE DUE TO SHEAR :

EQUIVALENT RUPTURE :

CONNECTION PROPERTIES:

CHECK OF BOLTS:

22

teq 3qff

22

sh nNnQR

102





2071SA 1.21 ENV. Combination Max ‐0.011 2.9635 0

Extrem out put reactions for IPE200 shear connection :

103

ARESCO

TEBBIN

IPE200Sheet No. :

Conn. No. :

ton2.97Q =




mm100Bg =mm100Bb =



mm12r =mm12.00r =

mm6Tplate =

mm25B =mm35A =

mm25C2 =mm25C1=





1.57AS =

t/cm22.4Fy =t/cm2




0.72Fweld = 0.2 * Fu=

mm5.6 tmin.=0.25 K =0.6 αN =0.6 αQ =





4.48Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

0.896At.net =


t/cm20.96qr =0.4Fy =cm2

0.896Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

4.48At.net =






Safet/cm20.84<t/cm2

0.35q =

Safet/cm21.4<t/cm2

1.00ft =


1.02feq. =

cm4319.42cm2 Iw =15.65Aw =cm15.65Lw =

Safet/cm20.72<t/cm2

0.52ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.19q = Q / A =


0.62




HSBB.T.8.8GRADE16M3

mm25B =mm35A =@

mm25C2 =mm25C1 =

mm25E =mm50D =




se

c



Project Title :

CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:





CHECK OF BOLTS:

22

teq 3qff

22

sh nNnQR

104



2072SA 1.21 ENV. Combination Max 1.1188 3.9686 0.05

B‐007 2.24 ENV. Combination Min ‐0.5912 ‐0.8882 ‐1.4988


Extrem out put reactions for IPE240 shear connection:

105

ARESCO

TEBBIN

IPE240Sheet No. :

Conn. No. :

ton3.97Q =




mm135Bg =mm120Bb =



mm15r =mm15.00r =

mm8Tplate =

mm25B =mm35A =

mm25C2 =mm25C1=





1.57AS =

t/cm22.4Fy =t/cm2




0.72Fweld = 0.2 * Fu=

mm6.2 tmin.=0.25 K =0.6 αN =0.6 αQ =





4.96Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

0.992At.net =


t/cm20.96qr =0.4Fy =cm2

0.992Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

4.96At.net =






Safet/cm20.84<t/cm2

0.30q =

Safet/cm21.4<t/cm2

0.61ft =


0.75feq. =

cm4356.75cm2 Iw =18.34Aw =cm15.28Lw =

Safet/cm20.72<t/cm2

0.42ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.22q = Q / A =


0.56




HSBB.T.8.8GRADE16M3

mm25B =mm35A =@

mm25C2 =mm25C1 =

mm25E =mm50D =




se

c



Project Title :

CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:





CHECK OF BOLTS:

22

teq 3qff

22

sh nNnQR

106







107

ARESCO

TEBBIN

IPE270Sheet No. :

Conn. No. :

ton4.1Q =




mm135Bg =mm135Bb =



mm15r =mm15.00r =

mm8Tplate =

mm25B =mm35A =

mm25C2 =mm30C1=





1.57AS =

t/cm22.4Fy =t/cm2




0.72Fweld = 0.2 * Fu=

mm6.6 tmin.=0.25 K =0.6 αN =0.6 αQ =





7.392Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

1.056At.net =


t/cm20.96qr =0.4Fy =cm2

1.056Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

7.392At.net =






Safet/cm20.84<t/cm2

0.30q =

Safet/cm21.4<t/cm2

0.73ft =


0.80feq. =

cm4897.30cm2 Iw =24.94Aw =cm20.78Lw =

Safet/cm20.72<t/cm2

0.39ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.16q = Q / A =


0.48




HSBB.T.8.8GRADE16M4

mm25B =mm35A =@

mm25C2 =mm30C1 =

mm25E =mm50D =


CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:





CHECK OF BOLTS:



as

ec



Project Title :

22

teq 3qff

22

sh nNnQR

108



G‐07 0 ENV. Combination Min ‐2.7759 ‐1.1032 ‐0.0237

G‐08 4.92 ENV. Combination Min ‐0.061 0.5852 ‐0.0798

G‐08 4.92 ENV. Combination Max 0.0263 1.7882 0.0664


109

ARESCO

TEBBIN

IPE300Sheet No. :

Conn. No. :

ton1.8Q =




mm135Bg =mm150Bb =



mm15r =mm15.00r =

mm8Tplate =

mm25B =mm35A =

mm25C2 =mm30C1=





1.57AS =

t/cm22.4Fy =t/cm2




0.72Fweld = 0.2 * Fu=

mm7.1 tmin.=0.25 K =0.6 αN =0.6 αQ =





5.68Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

1.136At.net =


t/cm20.96qr =0.4Fy =cm2

1.136Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

5.68At.net =






Safet/cm20.84<t/cm2

0.11q =

Safet/cm21.4<t/cm2

0.27ft =


0.29feq. =

cm4392.94cm2 Iw =18.94Aw =cm15.78Lw =

Safet/cm20.72<t/cm2

0.27ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.10q = Q / A =


0.32




HSBB.T.8.8GRADE16M3

mm25B =mm35A =@

mm25C2 =mm30C1 =

mm25E =mm50D =




se

c



Project Title :

CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:





CHECK OF BOLTS:

22

teq 3qff

22

sh nNnQR

110



C‐09 10.42377 ENV. Combination Min ‐10.1302 ‐0.1304 ‐0.0244

C‐08 10.42377 ENV. Combination Max 2.4195 0.1302 0.0211

C‐08 10.42377 ENV. Combination Min ‐7.53 ‐0.1308 ‐0.0239

Extrem out put reactions for IPE300 Top IPE200 connection:

111

II

4

2

1

1

2 ton <

3 t = mm

10 mm

<

ton < 1

<

-

--- -


mm

cm2

mm

ton

Aw FL= 19.2

mm

50

Qx =ton

Bolt Diameter =


Case of Loading :

Connected Beams :

H =

mmmm bf =

-Rev. Descreption

16 mm

300


mm


α= 0.8

Date



Check of Tension :

Bp = 150 mm

SAFE

2.4

mm



Number of Bolts :

Arrangement of Bolts :

B =

200 mm

0.0

IPE 300

ton

Beam (2) :

Qy =

H =



0.1

Input Data :

Project Tiltle :

Department :

Sheet No. :

T =

Sweld :

ton3.77

3.77 ton

Bearing Strength :

Rleast =

7.1

150

10.7

Beam (1) : IPE 200

01

mm35 D=

At Point (A) :

mm

Check on Weld :

mm

A= 120


tw =

tf = 8.5

bf = 100

tw = 5.6

tf =

HK-


Design Date


cm2cm2

0.792

Aw WEB=

SAFEt/cm2

t/cm20.07

35.216.0

Aw Total =

0.01 SAFE

C =

mm


4.97Take t =

Hp =

0.02

0.03



0

10 mm

mm

80

4.97

ton

SAFE

mm





cm2

9.022 mm Rsh a = 3.77 ton

0.607

ton4.70

220

mm

Check of Shear :

E =

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

n

TRta

ys FA

Qq 35.0

2

3

22

t

ta

sh

a sh

R

R

R

R

2

A

2

tAeq q3ff

bf

Mt

all

6

bf

Mt

all

6

112




B‐109 1.21 ENV. Combination Max ‐0.0546 0.2055 0.0485


Extrem out put reactions for UPN120 shear connection:

113

ARESCO

TEBBIN

UPN120Sheet No. :

Conn. No. :

ton1.7Q =


HEA160GirderUPN120Beam


mm160Bg =mm55Bb =


mm9Tfg =mm9.00Tfb =

mm15r =mm4.50r =

mm8Tplate =

mm20B =mm30A =

mm20C2 =mm20C1=





0.84AS =

t/cm22.4Fy =t/cm2




0.72Fweld = 0.2 * Fu=

mm7 tmin.=0.25 K =0.6 αN =0.6 αQ =





2.73Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

0.91At.net =


t/cm20.96qr =0.4Fy =cm2

0.91Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

2.73At.net =






Safet/cm20.84<t/cm2

0.24q =

Safet/cm21.4<t/cm2

0.82ft =


0.77feq. =

cm488.57cm2 Iw =16.20Aw =cm8.10Lw =

Safet/cm20.72<t/cm2

0.40ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.10q = Q / A =


0.44




HSBB.T.8.8GRADE12M2

mm20B =mm30A =@

mm20C2 =mm20C1 =

mm20E =mm40D =


CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:





CHECK OF BOLTS:



se

c



Project Title :

22

teq 3qff

22

sh nNnQR

114

Frame Joint OutputCase CaseType StepType F1 F2 F3

Text Text Text Text Text Tonf Tonf Tonf

B‐082 320 ENV. Combination Min ‐0.8192 6.124E‐17 ‐0.3637

B‐083 321 ENV. Combination Min ‐2.7212 3.311E‐16 ‐1.7664

Extrem out put reactions for UPN200 over HEA160 connection:

115

II

8

2

1

1

2 ton <

3 t = mm

10 mm

<

ton < 1

<

#NUM!

ton2.80

247

mm

Check of Shear :

E =

13.871 mm Rsh a = 2.02 ton

cm2



44

2.66

ton

SAFE

mm



10 mm

mmHp =

1.97

0.34



t/cm2

t/cm2

0.32

60.714.6

Aw Total = cm2

ApprovedAM

Design Date


-

Checked Date

bf = 160

tw = 6.0

tf =

HK

cm2

0.792

Aw WEB=

SAFE

86.67


tw =

tf = 9.0

80

Beam (1) : HEA 160

01

mm19 D=

At Point (A) :

mm

Check on Weld :Sweld :

ton2.02

2.02 ton

Bearing Strength :

Rleast =



0.0

Input Data :

Project Tiltle :

Department :

Sheet No. :

T =

2.7

UPN200

ton

Beam (2) :

Qy =

H =

-1.8

mm




B =

152 mm

Date



Check of Tension :

Bp = 82 mm

SAFE

200


mm


α= 0.6

8.5

75

11.5

mmmm bf =

-Rev. Descreption

12 mm

mm

A=

mm

0

Qx =ton

Bolt Diameter =


Case of Loading :

Connected Beams :

H =

mm

cm2

mm

ton

Aw FL= 46.1

C =

mm


Take t =

-- -


0.17

-

-

SAFE

2.66

n A qR sbsh

t mindFR bb

22

nQ

nQ yx

subt AF0.33R

n

TR

ta

ys FA

Qq 35.0

2

3

22

t

ta

sh

a sh

R

R

R

R

2

A

2

tAeq q3ff

bf

Mt

all

6

bf

Mt

all

6

116





B‐083 2.9821 ENV. Combination Max 3.6097 0.1935 0

Extrem out put reactions for UPN200 shear connection:

117

ARESCO

TEBBIN

UPN200Sheet No. :

Conn. No. :

ton0.7Q =


IPE200GirderUPN200Beam


mm100Bg =mm75Bb =



mm12r =mm6.00r =

mm10Tplate =

mm25B =mm35A =

mm25C2 =mm20C1=




t/cm26.4Fyb = t/cm2

8Fub =cm21.57AS =

t/cm22.4Fy =t/cm2




0.72Fweld = 0.2 * Fu=

mm8.5 tmin.=0.25 K =0.6 αN =0.6 αQ =





4.08Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

1.36At.net =


t/cm20.96qr =0.4Fy =cm2

1.36Ash.net =

t/cm21.74Ftr = 0.725Fy =cm2

4.08At.net =






Safet/cm20.84<t/cm2

0.05q =

Safet/cm21.4<t/cm2

0.33ft =


0.26feq. =

cm487.14cm2 Iw =10.15Aw =cm10.15Lw =

Safet/cm20.72<t/cm2

0.50ft =N/A+M*Y /I =

Safet/cm20.72<t/cm2

0.07q = Q / A =


0.51




HSBB.T.8.8GRADE16M2

mm25B =mm35A =@

mm25C2 =mm20C1 =

mm25E =mm50D =


CHECK OF WELD :

CHECK OF BEAM SEC.:

BOLT DIMENSIONS:

STRAINING ACTIONS:





CHECK OF BOLTS:



se

c



Project Title :

22

teq 3qff

22

sh nNnQR

118

10.7 tF mm=7.1tw mm=150Bf mm=300H mm=IPE300

t/cm22.4 Fy =t/cm

23.6 Fu =37 GRADESTEEL :

1-BEAM :

NW TONNF TONAW.NETcm2AF.NETcm2AW cm2AF cm2Asec.cm2R mm tF mmtw mmBf mmH mmSECTION

30.2122.3418.0113.2721.7016.0553.81510.77.1150300IPE300

422-BOLTS:

αK As cm2 Fyb t/cm2Fub t/cm2 GRADE

0.60.250.886.488.8

10.250.886.488.8

t/bolt3.53t/bolt3.53



1210#

Ok110D(mm)=20C(mm)=40B(mm)=20A(mm)=

410L1(mm)=40B2(mm)=150B1(mm)=10T1(mm)=

Ok60H (mm) =30G(mm)=50F(mm)=30E(mm)=

330L2(mm)=240B3(mm)=6T2(mm)=

mm410LENGTH =mm150WIDTH =mm10 THIC. =



5X28.8 GRADE12M10USE

3X48.8 GRADE12M12USE

150150110110204041020

402020

1060IPE300

4040104020

101024030

IPE300303020IPE3006650330

Rd.sh = 2*KxFubxAs=

UPPER FLANGE PLATE :

NO. OF BOLTS IN WEB HEIGHT=

DESIGN OF WEB BOLTS :

BOLT DIAMETER(mm) HOLE DIAMETER(mm)

( Bearing Type )

BOLT TYPE

12

WEB BOLT

UPPER & LOWER FLANGE PLATE:

NO. OF BOLT FOR FLANGE =

Rleast =

Rbearing=αxFuxBolt Diam.xTmin.=

IPE300


Design of Splice Conn. Bearing Type According to ECP No.(205)

13

12

TEBBIN

Departement :

Project Tiltle : a

se

c ARESCO

LOWER FLANGE PLATE:

3-SPLICE PLATE:

SPLICE CONNECTION FOR

BASIS OF DESIGN :

Rd.sh = 2*KxFubxAs=

DESIGN OF FLANGE BOLTS :

DIMENSIONS OF CONNECTION:

13

NO.OF BOLT IN FLANGE WIDTH=

WEB PLATE :

SEE Fig. 1

NO. OF BOLT FOR WEB =

Rleast =

Rbearing=αxFuxBolt Diam.xTmin.=

FINALLY USE :

Sheet No. :

Conn. No. :



SPLICE CONNECTION FOR MAX. NORMAL CAPACITY

WEB PLATE :

FLANGE BOLTS :

WEB BOLTS :

FLANGE BOLT

119

5 - CHECK OF DEFLECTION

Lateral drift check

Maximum permissible lateral displacement for vertical columns = Height of column / 180

HeightActual drift

Allowable drift

(m) (cm) (cm)1033 1.50 5.74

Vertical displacement check

Maximum permissible vertical deflection for beams under live load = span of girder / 200

Profile LengthActual

displacement

Allowable displace

ment

cm cm cmHEA300 492 0.40 2.46.IPE300 990 0.23 4.95IPE270 277 0.07 1.39

120

APPENDIX (1)

In this appendix we present reference documents for mechanical general arrangements.

121

Date post:	15-Aug-2015
Category:	Design
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