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 2
2.2 Material Characteristics 2
2.3 Design Loads 3
2.4 Technical Specifications 4
3. ANALYSIS 15
3.1 Calculation Method 15
3.2 Main Assumptions 15
3.3 Model Configration 15
3.4 Load Combinations 56
4. DESIGN 60
4.1 Allowable Stresses 60
4.2 Design of Beam Columns 61
4.3 Design of Bracing members 62
4.4 Design of Base connections 85
4.5 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
/ o
C
Structural Steel used is of Grade --- ST - 37
Nominal 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 o
C
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
11

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
16

SAP2000
SAP2000 v14.2.2 - File:BFP - Y-Z Plane @ X=15.025 - Tonf, m, C Units
6/7/15 15:32:19
17

SAP2000
6/7/15 16:00:01
18

SAP2000
6/7/15 16:00:38
19

SAP2000
6/7/15 16:01:10
20

SAP2000
6/7/15 15:31:02
21

SAP2000
6/7/15 15:31:44
22

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
26

SAP2000
6/7/15 15:04:20
27

SAP2000
6/7/15 15:05:05
28

SAP2000
6/7/15 15:05:40
29

SAP2000
SAP2000 v14.2.2 - File:BFP - X-Z Plane @ Y=0 - Tonf, m, C Units
6/7/15 16:01:47
30

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
41

SAP2000
6/7/15 15:26:46
42

SAP2000
6/7/15 15:21:43
43

SAP2000
6/7/15 15:22:41
44

SAP2000
6/7/15 15:23:15
45

SAP2000
6/7/15 15:24:05
46

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
50

SAP2000
6/7/15 14:52:54
51

SAP2000
6/7/15 14:54:31
52

SAP2000
6/7/15 14:55:11
53

SAP2000
6/7/15 14:56:55
54

SAP2000
6/7/15 14:59:37
55

Self weight Dead Load Live Load
Mech. Dead
Load
Mech. 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 LOAD
Env. For
Brac. Des
Temperature
Envelope
3.4 Loads Combinations :-
56

Mech. Dead
Load
Mech. Live
Load
(+...) (-...)
CRANE LOAD
Env. For
Brac. Des
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

Mech. Dead
Load
Mech. Live
Load
(+...) (-...)
CRANE LOAD
Env. For
Brac. Des
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

Mech. Dead
Load
Mech. Live
Load
(+...) (-...)
CRANE LOAD
Env. For
Brac. Des
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 SECTION
Cmx

MISR BANI SUEF CAMPANY
BOOSTER FAN PLATFORM & DUCT SUPPORT
DESIGN OF SECTIONS
Mem. No.
BOLTS
A2

Cmy Cb
Check Of [qx]
REMARKSA1
Check 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 :
Section
Single 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/cm
2
Ft =
f ta =
30
AK
50
-
Issued for Approval
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
ARESCO
TEBBIN
cm4
17.6
Thickness of Gusset Plate =
Iu =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
2.20
1.80
t/cm2
1.50
Sheet No. :
1.37iv =
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 :
cm
2
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/cm
2
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/cm
2
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 =
cm
2
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/cm
2
1.41
Sheet No. :
1.17iv =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
0.06
0.03
120.5 200
ARESCO
TEBBIN
cm4
9.4
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/cm
2
Ft =
f ta =
Stress Ratio = 0.03
0.008
SAFE
Approved
-
Section
Single 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
-
Section
Single angle
60x6
t/cm2
-
10
Stress Ratio = 0.36
0.191
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.045
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
9.4
Iu =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
1.32
0.23
t/cm2
1.05
Sheet No. :
1.17iv =
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 =
cm
2
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/cm
2
λv =
e p p e
x
64

m
70 mm 7 mm cm
cm
cm
< <
< Fc
ton >
ton
2
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
1.59
Sheet No. :
1.37iv =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
1.80
0.23
116.4 200
ARESCO
TEBBIN
cm4
17.6
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/cm
2
Ft =
f ta =
Stress Ratio = 0.58
0.191
SAFE
Approved
-
Section
Single 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
-
Section
Single angle
80x8
t/cm2
-
10
Stress Ratio = 0.61
0.203
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.017
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
29.6
Iu =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
2.50
0.16
t/cm2
1.80
Sheet No. :
1.55iv =
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 =
cm
2
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/cm
2
λv =
e p p e
x
66

m
60 mm 6 mm cm
cm
cm
< <
< Fc
ton >
ton
2
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
1.23
Sheet No. :
1.17iv =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
2.57
0.47
105.1 200
ARESCO
TEBBIN
cm4
9.4
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/cm
2
Ft =
f ta =
Stress Ratio = 0.91
0.371
SAFE
Approved
-
Section
Single 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/cm
2
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 =
cm
2
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/cm
2
7.00
Sheet No. :
1.95iv =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
0.12
0.16
183.2 200
ARESCO
TEBBIN
cm4
73.3
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/cm
2
Ft =
f ta =
Stress Ratio = 0.01
0.003
SAFE
Approved
-
Section
2Ls 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
-
Section
2Ls Back to Back
60x6
t/cm2
-
8
Stress Ratio = 0.51
0.178
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.000
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
106.0
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
2.46
0.00
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 =
cm
2
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/cm
2
λx =
e p p e
x
69

m
70 mm 7 mm cm
cm
cm
< <
< <
< Fc
ton >
ton
4
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
3.47
Sheet No. :
3.18
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
8.40
0.00
81.8 200
ARESCO
TEBBIN
cm4
190.4
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/cm
2
Ft =
109.0
f ta =
Stress Ratio = 0.71
0.447
SAFE
Approved
-
Section
2Ls Back to Back
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/cm
2
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 =
cm
2
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/cm
2
2.37
Sheet No. :
2.77
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
5.60
6.40
65.2 200
ARESCO
TEBBIN
cm4
106.0
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/cm
2
Ft =
85.7
f ta =
Stress Ratio = 0.44
0.405
SAFE
Approved
-
Section
2Ls Back to Back
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
-
Section
2Ls Back to Back
60x6
t/cm2
-
8
Stress Ratio = 0.50
0.504
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.387
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
106.0
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
6.97
4.70
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 =
cm
2
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/cm
2
λx =
e p p e
x
72

m
80 mm 8 mm cm
cm
cm
< <
< Fc
ton >
ton
2
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
5.50
Sheet No. :
1.55iv =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
0.83
0.53
179.7 200
ARESCO
TEBBIN
cm4
29.6
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/cm
2
Ft =
f ta =
Stress Ratio = 0.15
0.034
SAFE
Approved
-
Section
2Ls Star-Shaped
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/cm
2
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 =
cm
2
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/cm
2
5.98
Sheet No. :
1.55iv =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
0.71
0.31
195.4 200
ARESCO
TEBBIN
cm4
29.6
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/cm
2
Ft =
f ta =
Stress Ratio = 0.15
0.029
SAFE
Approved
-
Section
2Ls Star-Shaped
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/cm
2
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 =
cm
2
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/cm
2
3.45
Sheet No. :
2.85
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
2.25
1.00
189.8 200
ARESCO
TEBBIN
cm4
111.9
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/cm
2
Ft =
121.4
f ta =
Stress Ratio = 0.78
0.163
SAFE
Approved
-
Section
2Ls Back to Back
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
-
Section
2Ls Back to Back
80x8
t/cm2
-
10
Stress Ratio = 0.46
0.104
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.011
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
332.0
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
2.56
0.24
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 =
cm
2
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/cm
2
λx =
e p p e
x
76

m
80 mm 8 mm cm
cm
cm
< <
< <
< Fc
ton >
ton
2
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
3.55
Sheet No. :
3.67
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
5.64
0.00
146.7 200
ARESCO
TEBBIN
cm4
332.0
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/cm
2
Ft =
96.7
f ta =
Stress Ratio = 0.66
0.229
SAFE
Approved
-
Section
2Ls Back to Back
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
-
Section
2Ls Back to Back
60x6
t/cm2
-
8
Stress Ratio = 0.66
0.246
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.030
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
106.0
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
3.40
0.37
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 =
cm
2
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/cm
2
λx =
e p p e
x
78

m
60 mm 6 mm cm
cm
cm
< <
< <
< Fc
ton >
ton
2
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
3.39
Sheet No. :
2.77
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
0.21
0.23
186.3 200
ARESCO
TEBBIN
cm4
106.0
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/cm
2
Ft =
122.4
f ta =
Stress Ratio = 0.07
0.015
SAFE
Approved
-
Section
2Ls Back to Back
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
-
Section
2Ls Back to Back
80x8
t/cm2
-
10
Stress Ratio = 0.37
0.079
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.000
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
332.0
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
1.94
0.00
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 =
cm
2
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/cm
2
λx =
e p p e
x
80

m
70 mm 7 mm cm
cm
cm
< <
< <
< Fc
ton >
ton
4
t/cm2
t/cm
2
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 =
cm
2
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/cm
2
2.31
Sheet No. :
3.18
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
8.74
0.00
109.1 200
ARESCO
TEBBIN
cm4
190.4
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/cm
2
Ft =
72.7
f ta =
Stress Ratio = 0.74
0.465
SAFE
Approved
-
Section
2Ls Back to Back
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/cm
2
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 =
cm
2
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/cm
2
2.55
Sheet No. :
2.77
SAFE
iy =
Case of Loading :
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
3.04
0.52
70.1 200
ARESCO
TEBBIN
cm4
106.0
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/cm
2
Ft =
92.1
f ta =
Stress Ratio = 0.26
0.220
SAFE
Approved
-
Section
2Ls Back to Back
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
-
Section
2Ls Back to Back
70x7
t/cm2
-
8
Stress Ratio = 0.83
0.272
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.172
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
190.4
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
5.11
2.90
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 =
cm
2
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/cm
2
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
-
Section
2Ls Back to Back
80x8
t/cm2
-
10
Stress Ratio = 0.85
0.510
SAFE
SAFE
Actual Stress :
Allowable Stress :
0.000
1.392
t/cm
2
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
ARESCO
TEBBIN
cm4
332.0
Ix =
t =
cm4
asec
Project Tiltle :
Compression =
ST- 37Tension =
Departement :
12.54
0.00
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 =
cm
2
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/cm
2
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-toncm
2
1.01
Embebed Length =
GRADE
Bearing Plate Area =
Bearing Plates Are Clashed
Check of Pitch Bolt Distance
1.4
100
qall-toncm
2
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
140
80
60
140
Check of Edge Bolt Distance
12
8.5
5.6
Anchor Bolt Data :
Fu-toncm2
3.6
Fy-toncm2
2.4
M-(mm)
20
qact. (ton/cm2
) =
fcu-kg/cm
2
fb-kgcm2
250
fCall-kgcm2
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-toncm
2
37
240 140
100
As/bolt(cm
2
)
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/cm2
Safe 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
160
Actual Tension / Anchor =
Required Length of Anchor Bolts :- 96.9 Cm2
37
0.05
520
400
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 = (fca
2
+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-toncm2
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:
q
all & 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 Cm
2
< <
< 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-toncm
2
1.01
Embebed Length =
GRADE
3.8
100
qall-toncm
2
4.6+ 3-NUT & WASHER
31
Max. Bearing =
5.28
kg/cm2
of Bearing plate
ton
200Thread Length =
32140
S2-(mm)
240
140
230
230
15
10.2
6.6
Anchor Bolt Data :
Fu-toncm
2
3.6
Fy-toncm2
2.4
M-(mm)
52.5
qact. (ton/cm2
) =
fcu-kg/cm2
fb-kgcm2
250
fCall-kgcm2
70.00 8.18
Steel Data:
15
ton (TEN.)
0.39 Safe
29.6
ton
140
S1-(mm)
20
Approve By
(Qr/n)/(Abolt) =
SAFE0.45(fact/ftall)2
+(qact/qall)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-toncm
2
37
300 240
100
As/bolt(cm2
)
5.61
t-(mm) b-(mm)
HKCheck By
300
140
Tpl-(mm)
X2 =
kg/cm
2
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/cm
2
Thickness required t (mm)=
0.45
SAFE
SAFE
ton/cm2
Safe 0.39
Safety Ratio
ton/cm
2
1.01
ton/cm2
Thread Length = 200
Safe0.72
Safety Ratio 0.50
Safety Ratio 0.51
0.66
200
Required Length of Anchor Bolts :- 92.9 Cm
2
37
0.03
750
600
Check of weld:
209
0.08
230 10
ton/cm
2
BASE PLATE
ANCHOR BOLT 4
300
BEARING PLATE 10
32 240
100
37
600
GRADE
GRADE 37
750
100
37
feq = (fca
2
+3*q
2
) = ton/cm
2
TEMPLATE 5 230 230
37
GRADE
Total Length =
0.80
TemPlate Data :
1.79
Number(n) Fu-toncm2
3.6
Base Plate Data :
Concrete Data:
0.765
Safety Ratio
Safety Ratio
fconXmax.(x1 or x2)
2
/2 =
0.93
WELD RATIO 0.8
0.72
30
GRADE
NOTE: q
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 Cm
2
< <
< 1.1 *
* * mm
Ø mm
mm mm mm
* * mm mm
* * mm mm
mm
NOTE:
q
1
A total cm2= 47.90
SAFE
Safety Ratio 0.67
ton/cm
2
0.765
Safety Ratio
Safety Ratio
fconXmax.(x1 or x2)
2
/2 =
0.62
WELD RATIO 0.8
0.80
TemPlate Data :
2.50
Number(n)
0.72
20
GRADE 37
feq = (fca
2
+3*q
2
) = ton/cm
2
TEMPLATE 5 140 60
37
GRADE
Total Length =
37
400
GRADE
GRADE 37
510
100
ton/cm
2
BASE PLATE
ANCHOR BOLT 2
240
BEARING PLATE 10
20 160
100
510
400
Check of weld:
-324
0.51
60 10
150
Required Length of Anchor Bolts :- 96.9 Cm2
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/cm
2
Safe 0.02
Safety Ratio
All Tension Supported By Bearing Plate
ton/cm2
1.01ftact (ton/cm
2
) = 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/cm
2
X2 =
kg/cm
2
50mm
Fu-toncm2
3.6
100
As/bolt(cm
2
)
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-toncm
2
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) =
SAFE0.50(fact/ftall)
2
+(qact/qall)
2
=
Joint Forces :-
1.042
Steel Grade
37
ton (TEN.)
0.09 Safe
12.3
ton
80
S1-(mm)
qact. (ton/cm
2
) =
fcu-kg/cm
2
fb-kgcm2
250
fCall-kgcm2
70.00 8.18
Steel Data:
mm
mm
6
11.5
8.5
Anchor Bolt Data :
Fu-toncm
2
3.6
Fy-toncm2
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
kg/cm2
of Bearing plate
ton
150Thread Length =
ftall-toncm2
1.01
Embebed Length =
GRADE
0.6
100
qall-toncm2
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/cm
2
19 cm.t
0.236
t/cm2
169.9 cm
4
Face (1-1) :
0.17
0.792
t/cm
2
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/cm
2
t/cm
2
Sweld :
Point (A) :
0.41 t/cm
2
HK
0.792
- - - -
Check on Weld :
0.3
Sweld =
(Subjected to Shear +Tension)
around the Web = mm
DateDesign DateApproved
AM
Rev. Descreption
0
4.90
Bearing Strength :
Rleast =
Shear Strength :
Issued for Approval AK
1 - -
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 of Bolted Shear Connection
of the Bearing Type
HEA160
asec
H = 160
Connected Beams :
Beam (1) :
mm
Qy = 2.6
H = 152
HEA 160
ARESCO
TEBBIN
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 mm
mm
tf = 7.4 mm
Number of Bolts :
B = D= mm
Bp =
40
1.61t = mm
t/cm
2
t/cm2
0.38
SAFE
Project Tiltle :
Department : Booster Fan Platform & Duct Support
Case of Loading :
8.1 ton
Grade of Steel :
 nAqR sbsh
 tmindFR bb












22
n
Q
n
Q yx
 subt AF0.33R
    
2
A
2
tAeq q3ff
    
2
B
2
tBeq q3ff












22
t
ta
sh
ash
R
R
R
R

bf
M
t
all
6
X
t
M

p
t
w
y
y
I
xM
A
Q
q
.
VL
    
22
xytotal
qqq
pI

p
t
x
I
yM
q
.

n
T
Rta
y
F0.58
net
y
t
A
Q
f

bf
M
t
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=
70.7
19.5
51.2
Aw Total =
-
--- -
SAFE
mm
cm
2
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 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
0
1
mm37D=
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 Approved
AM
Design Date
- -
Issued for Approval AK -
cm2
cm2
0.792
Aw WEB=
SAFEt/cm2
t/cm2
0.70
0.19 SAFE
C =
mm
Properties of Weld :
7.76Take t =
Hp =
7.84
2.01
Design 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 =












22
n
Q
n
Q yx

n
T
Rta
ys F
A
Q
q 35.0
2
3













22
t
ta
sh
ash
R
R
R
R
    
2
A
2
tAeq q3ff

bf
M
t
all
6

bf
M
t
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
cm
2
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/cm
2
1251.8 cm4
Face (1-1) :
0.02
0.792
t/cm
2
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/cm
2
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 DateApproved
AM
Rev. Descreption
0
4.90
Bearing Strength :
Rleast =
Shear Strength :
Issued for Approval AK
1 - -
SAFE
Check of Bolts :
tmin =
Bolt Diameter = 20
mm
St 37
Connection :
Member :
Design of Bolted Shear Connection
of the Bearing Type
HEA300
asec
H = 300
Connected Beams :
Beam (1) :
mm
Qy = 7.9
H = 290
HEA 300
ARESCO
TEBBIN
Qx = 1.2 ton
ton
bf =
mm
mm
N =
tw =
tf =
mm
mm
300
8.5
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 mm
mm
tf = 10.7 mm
Number of Bolts :
B = D= mm
Bp =
80
2.23t = mm
t/cm
2
t/cm
2
0.46
SAFE
Project Tiltle :
Department : Booster Fan Platform & Duct Support
Case of Loading :
1.5 ton
Grade of Steel :












22
n
Q
n
Q yx
    
2
A
2
tAeq q3ff
    
2
B
2
tBeq q3ff












22
t
ta
sh
ash
R
R
R
R

bf
M
t
all
6
X
tM

p
t
w
y
y
I
xM
A
Q
q
.
VL
    
22
xytotal
qqq
pI

p
t
x
I
yM
q
.

n
T
Rta
yF0.58
net
y
t
A
Q
f

bf
M
t
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
cm
2
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/cm
2
t/cm
2
0.00
cm2
Design Date
- -
Issued for Approval AK - HK
-
AM
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
0
1
mm32D=
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 :
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=
35.2
16.0
19.2
Aw Total =
-
--- -












22
n
Q
n
Q yx

n
T
Rta
ys F
A
Q
q 35.0
2
3













22
t
ta
sh
ash
R
R
R
R
    
2
A
2
tAeq q3ff

bf
M
t
all
6

bf
M
t
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
cm
2
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/cm
2
t/cm
2
0.14
cm2
Design Date
- -
Issued for Approval AK - HK
-
AM
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
0
1
mm31D=
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
Number of Bolts :
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=
32.0
12.8
19.2
Aw Total =
-
--- -












22
n
Q
n
Q yx

n
T
Rta
ys F
A
Q
q 35.0
2
3













22
t
ta
sh
ash
R
R
R
R
    
2
A
2
tAeq q3ff

bf
M
t
all
6

bf
M
t
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/cm2
8Fub =cm2
1.57AS =
t/cm2
2.4Fy =t/cm2
3.6Fu =37Steel Grade
LINES2NO.OF W. L. =mm5S =Tmin.0.8Weld Size
t/cm2
0.792Feq = 1.1 * Fweld=t/cm2
0.72Fweld = 0.2 * Fu=
mm5tmin.=0.25K =0.6αN =0.6αQ =
t/bolt1.73RbN.=αN*Fu*d*tmin.=t/bolt1.73RbQ.=αQ*Fu*d*tmin.=t/bolt3.14Rsh=KxFubxAs=
ok0.75>1Long Joint F =t/bolt1.73Rleast =
Safet/bolt1.73<t/bolt1.24
t/cm2
0.96qr =0.4Fy=cm2
2.4Ash.net =
t/cm2
1.74Ftr = 0.725Fy =cm2
0.8At.net =
Safeton2.22>ton3.70Qall=qr* Ash+Ftr*At=
t/cm2
0.96qr =0.4Fy =cm2
0.8Ash.net =
t/cm2
1.74Ftr = 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
cm3
25cm2
Zsec. =12.7Asec.=
ton2.22cm.t Qsec. =7.8Msec.=ton1.11Nsec. =
Safet/cm2
0.84<t/cm2
0.32q =
Safet/cm2
1.4<t/cm2
0.39ft =
SafeSafet/cm2
1.54<t/cm2
0.71feq. =
cm4
83.83cm2
Iw =10.02Aw =cm10.02Lw =
Safet/cm2
0.72<t/cm2
0.58ft =N/A+M*Y /I =
Safet/cm2
0.72<t/cm2
0.22q = Q / A =
SafeSafet/cm2
0.792<t/cm2
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)
asec
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

B‐077 0 ENV. Combination Max 4.1844 ‐0.3248 0.0367
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 =
ton4.2N =cm.t10.395Mweld =
IPE200GirderIPE200Beam
mm L200Hg =mm200Hb =
mm100Bg =mm100Bb =
mm5.60Twg =mm5.60Twb =
mm8.5Tfg =mm8.50Tfb =
mm12r =mm12.00r =
mm6Tplate =
mm25B =mm35A =
mm25C2 =mm25C1=
OK200Check Dim. ( L )mm25E =mm50D =
mm25Edge for N =mm25Edge for Q =
1NO.OF Sh. PLAN8.8mm Bolt Grade16BOLT DIA.(d) =3BOLT NO. (n) =
26.4Fyb =t/cm2
8Fub =cm2
1.57AS =
t/cm2
2.4Fy =t/cm2
3.6Fu =37Steel Grade
LINES2NO.OF W. L. =mm5S =Tmin.0.8Weld Size
t/cm2
0.792Feq = 1.1 * Fweld=t/cm2
0.72Fweld = 0.2 * Fu=
mm5.6tmin.=0.25K =0.6αN =0.6αQ =
t/bolt1.94RbN.=αN*Fu*d*tmin.=t/bolt1.94RbQ.=αQ*Fu*d*tmin.=t/bolt3.14Rsh=KxFubxAs=
ok0.75>1Long Joint F =t/bolt1.94Rleast =
Safet/bolt1.94<t/bolt1.71
t/cm2
0.96qr =0.4Fy=cm2
4.48Ash.net =
t/cm2
1.74Ftr = 0.725Fy =cm2
0.896At.net =
Safeton2.97>ton5.86Qall=qr* Ash+Ftr*At=
t/cm2
0.96qr =0.4Fy =cm2
0.896Ash.net =
t/cm2
1.74Ftr = 0.725Fy =cm2
4.48At.net =
Safeton4.2>ton8.66Qall=qr*Ash+Ftr*At=
ton5.86<ton5.14Req1 =CHECK-1
Safe1<0.49Req2 =CHECK-2
cm3
21cm2
Zsec. =8.4Asec.=
ton2.97cm.t Qsec. =10.4Msec.=ton4.2Nsec. =
Safet/cm2
0.84<t/cm2
0.35q =
Safet/cm2
1.4<t/cm2
1.00ft =
SafeSafet/cm2
1.54<t/cm2
1.02feq. =
cm4
319.42cm2
Iw =15.65Aw =cm15.65Lw =
Safet/cm2
0.72<t/cm2
0.52ft =N/A+M*Y /I =
Safet/cm2
0.72<t/cm2
0.19q = Q / A =
SafeSafet/cm2
0.792<t/cm2
0.62
0.49Rup.2 Safe Ratio=0.88Rup.1 Safe Ratio=0.89Bolt Safe Ratio=
0.89Conn. Safe Ratio=0.78Weld Safe Ratio=0.66Sec. Safe Ratio=
mm167X60X6PL.FINALLY USE :
HSBB.T.8.8GRADE16M3
mm25B =mm35A =@
mm25C2 =mm25C1 =
mm25E =mm50D =
mm5Sw =Weld Lines2Tmin.0.8Weld Size
Design of Shear Conn. Bearing Type According to ECP No.(205)
asec
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
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

Booster fan cr1 fn02 platform & duct support calculation note

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