STENN-PRO ARC - StenGulfstengulf.com/.../2015/03/7.-Stenn-Pro-Arc-System.pdf · STENN-PRO ARC FOR CURVE WALL SYSTEM STENN-PRO ARC STENGULF FORMWORK&SCAFFOLDING . 2 Adjustable Radius

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STENN-PRO ARC FOR CURVE WALL SYSTEM

STENN-PRO ARC

STENGULF FORMWORK&SCAFFOLDING

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Adjustable Radius Arc Formwork STENN-PRO-ARC

ASSEMBLY OF PANELS

1. The TT Walers are laid on the straight floor at

distances as per the Design Drawing.

2. The H-20 Beams are fixed on top of them using

fixing brackets. Two (2) Beams are used in this

Instant. This is called TT Panel.

3. We connect two (2) TT Panels together using

Adjusting Spindles.

4. We lay two (2) TT Panels together and fix the

distribution walers on top using pins. This is

called DW Panels.

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5. Two (2) DW Panels are laid next to

each other and are connected with

small adjustable spindle.

6. The profile section is then connected

at each side using pins.

7. Plywood is now fixed and the panel

is complete.

STENN-PRO-ARC System connection is quick with

The Stengulf alignment coupler

This coupler joins the Panels and holds it

tightly in place. The required Radius is achieved

by turning the spindles in or out.

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Members

Diagram Description Size Article No.

Outside Panels

A 2456x3600 YH-1004

A 2456x3000 YH-1005

A 2456x2400 YH-1003

A 2456x1200 YH-1002

A 2456x600 YH-1001

A 1252x3600 YH-1014

A 1252x3000 YH-1015

A 1252x2400 YH-1013

A 1252x1200 YH-1012

A 1252x600 YH-1011

A 650x3600 YH-1024

A 650x3000 YH-1025

A=2456 panels for radii 4m, 18mm forming. A 650x2400 YH-1023

A=1252 panels for radii 2.5m, 18mm forming. A 650x1200 YH-1022

A=650 panels for radii 1m, 18mm forming. A 650x600 YH-1021

Inside Panels

I 2346x3600 NH-1004

I 2346x3000 NH-1005

I 2346x2400 NH-1003

I 2346x1200 NH-1002

I 2346x600 NH-1001

I 1214x3600 NH-1014

I 1214x3000 NH-1015

I 1214x2400 NH-1013

I 1214x1200 NH-1012

I 1214x600 NH-1011

I 648x3600 NH-1024

I 648x3000 NH-1025

I=2346 panels for radii 4m, 21mm forming I 648x2400 NH-1023

I=1214 panels for radii 2.5m, 18mm forming I 648x1200 NH-1022

I=648 panels for radii 1m, 18mm forming I 648x600 NH-1021

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Wood Beam

H = 3600

H = 3000

H = 2400

H = 1200

H = 600

Cantilever Rack 9004101

Distribution Waling

H-2001

Adjusting Spindle

L = 500 H-2013

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Connecting Fitting for

Diagonal Brace H-2003

Carrying Capacity: 700kg

Crane Splice H-2002

Extension Splice

H-2010

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BS5950 90

Steel Frame Design Report

Prepared by: STENGULF

Model Name: Horizontal Elements

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Data - Bars

Bar

Node 1

Node 2

Section

Material

Length (m)

Gamma (Deg)

1 8 1 PIPE 18 STEEL Q235

0.300 -90.0

2 1 2 L 100x50x5

STEEL Q235

0.300 270.0

3 3 11 L 100x50x5

STEEL Q235

0.300 270.0

4 12 13 L 100x50x5

STEEL Q235

0.300 270.0

5 16 17 L 100x50x5

STEEL Q235

0.300 270.0

6 17 20 PIPE 18 STEEL Q235

0.300 -90.0

7 13 16 PIPE 18 STEEL Q235

0.280 -90.0

8 11 12 PIPE 18 STEEL Q235

0.280 -90.0

9 2 3 PIPE 18 STEEL Q235

0.280 -90.0

Data - Sections

Section name

Bar list

AX (cm2)

AY (cm2)

AZ (cm2)

IX (cm4)

IY (cm4)

IZ (cm4)

PIPE 18 1 6to9 2.54 2.15 2.15 1.03 0.52 0.52

L 100x50x5 2to5 15.00 0.0 0.0 1.20 198.13 166.77

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Data - Supports

Support name

List of nodes

List of edges

List of objects

Support conditions

Internal Supp 4to7 UY UZ RX RY RZ

Edge Supp 8 20 UX UY RX RZ

Loads - Cases

Case

Label

Case name

Nature

Analysis type

1 SW SW dead Static - Linear

2 LL LL live Static - Linear

3 ULS Static - Linear

4 ULS+ Static - Linear

5 ULS- Static - Linear

6 SLS Static - Linear

7 SLS+ Static - Linear

8 SLS- Static - Linear

Loads - Values - Cases: 1to8

Case

Load type

List

Load values

1 self-weight 1to9 PZ Negative Factor=1.00

2 nodal force 10to22By4 15 21

FZ=-11.60(kN)

2 nodal force 9 19 FZ=-11.20(kN)

2 nodal force 8 20 FZ=-5.20(kN)

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Reactions ULS: global extremes in the coordinate system: global - Cases: 1 2 4 5

FX (kN)

FY (kN)

FZ (kN)

MX (kNm)

MY (kNm)

MZ (kNm)

MAX 14.36 0.00 44.86 0.0 1.18 0.00

Node 8 4 4 5 4 7

Case ULS/1 ULS/1 ULS/1 1 ULS/1 ULS/1

MIN -14.36 -0.00 -0.00 -0.00 -1.18 -0.00

Node 20 8 8 8 7 4

Case ULS/1 ULS/1 ULS/1 ULS/1 ULS/1 ULS/1

Displacements SLS: global extremes - Cases: 1 2 7 8

UX (cm)

UY (cm)

UZ (cm)

RX (Rad)

RY (Rad)

RZ (Rad)

MAX 0.0 0.0 0.0 0.000 0.001 0.000

Node 1 1 4 1 20 17

Case SLS/1 SLS/1 1 SLS/1 2 SLS/1

MIN -0.0 0.0 -0.0 0.0 -0.001 -0.000

Node 17 4 8 2 8 1

Case SLS/1 1 SLS/1 1 2 SLS/1

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Member Forces ULS: envelope - Cases: 1 2 4 5

Bar

FX (kN)

FY (kN)

FZ (kN)

MX (kNm)

MY (kNm)

MZ (kNm)

1 / MAX 16.60 0.04 -0.00 -0.00 0.00 0.00

Node 1 1 8 8 8 8

Case ULS/1 ULS/1 1 1 ULS/1 ULS/3

1 / MIN 0.00 -0.00 -0.00 -0.00 -0.00 -0.01

Node 8 8 1 8 1 1

Case 1 ULS/2 ULS/1 ULS/1 ULS/1 ULS/1

2 / MAX 14.36 8.33 0.00 0.00 -0.00 0.00

Node 1 1 2 1 2 2

Case ULS/1 ULS/1 ULS/1 ULS/1 1 ULS/1

2 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.01

Node 1 2 1 2 1 1

Case 1 ULS/1 ULS/1 1 ULS/1 ULS/1

3 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00

Node 3 3 11 3 3 3

Case ULS/1 ULS/1 ULS/1 1 1 ULS/1

3 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00

Node 3 11 3 3 11 11


4 / MAX 14.36 0.00 0.00 0.0 -0.00 -0.00

Node 13 12 13 12 12 13

Case ULS/1 ULS/1 ULS/2 1 1 1

4 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00

Node 12 13 12 12 13 13


5 / MAX 14.36 0.00 0.00 0.0 -0.00 -0.00

Node 16 16 17 16 16 16

Case ULS/1 ULS/1 ULS/1 1 1 1

5 / MIN 0.00 -8.33 -0.00 -0.00 -0.00 -0.01

Node 17 17 16 17 17 17

Case 1 ULS/1 ULS/1 ULS/1 ULS/1 ULS/1

6 / MAX 16.60 0.00 0.00 0.00 0.00 0.0

Node 17 20 17 17 20 20

Case ULS/1 ULS/2 ULS/1 ULS/1 ULS/1 1

6 / MIN 0.00 -0.04 0.00 0.00 -0.00 -0.01

Node 20 17 20 17 17 17


7 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00

Node 13 16 13 13 13 13


7 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00

Node 13 13 16 13 16 16


8 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00

Node 11 12 11 11 11 11


8 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00

Node 11 11 12 11 12 12


9 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00

Node 2 3 2 2 2 3


9 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00

Node 2 2 3 2 3 2


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Members - Definition

Member

Name

Components

Code group

Section

Type

Ly (m)

Lz (m)

1 Spindle_1 1 Edges Spindles

PIPE 18 Spindle 0.300 0.300

2 STEN Pro Arc_2

2 STEN Pro-arc L 100x50x5

STEN Pro Arc 0.300 0.300

3 STEN Pro Arc_3



4 STEN Pro Arc_4



5 Bar_5 5 STEN Pro-arc L 100x50x5


6 Bar_6 6 Edges Spindles

PIPE 18 Spindle 0.300 0.300

7 Spindle_7 7 Hrz Spindles PIPE 18 Spindle 0.280 0.280



Code groups - Definition

Code group

Name

Components

1 Edges Spindles

1 6

2 Hrz Spindles 7to9

3 STEN Pro-arc 2to5

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Steel member verification: For steel member verification, we will show the worst spindle and pro-arc members. (refer capacity ratios table in page 17 for worst case structural members)

STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: BS 5950: Part1: 1990 ANALYSIS TYPE: Member Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: MEMBER: 1 Spindle_1 POINT: 3 COORDINATE: x = 1.00 L = 0.300 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 ULS /1/ 1*1.40 + 2*1.60 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL:

STEEL A36 py = 248.21 MPa ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: PIPE 18 D=1.8 cm Ay=1.53 cm2 Az=1.53 cm2 Ax=2.54 cm2 t=0.9 cm Iy=0.52 cm4 Iz=0.52 cm4 J=1.03 cm4 Sy=0.97 cm3 Sz=0.97 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- INTERNAL FORCES AND CAPACITIES: Fc = 16.60 kN Mz = -0.01 kN*m Fvy = 0.04 kN Pc = 63.16 kN Mcz = 0.17 kN*m Pvy = 22.74 kN Mez = 0.14 kN*m Sec_class = Plastic mz = 1.00 ----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS: ---------------------------------------------------------------------------------------------------------------------------------------- BUCKLING PARAMETERS:

About Y axis: About Z axis: Ly = 0.300 m pey = 693.01 MPa Lz = 0.300 m pez = 693.01 MPa Ley = 0.240 m FIy = 495.23 MPa Lez = 0.240 m FIz = 495.23 MPa LAy = 53.36 pcy = 224.60 MPa LAz = 53.36 pcz = 224.60 MPa ny = 0.07 Pcy = 57.15 kN nz = 0.07 Pcz = 57.15 kN ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: Fc/Pc + Mz/Mcz = 16.60/63.16 + 0.01/0.17 = 0.32 < 0.90 (4.8.3.2) Fc/Pci + (mz*Mz)/Mez = 16.60/57.15 + (1.00*0.01)/0.14 = 0.36 < 0.90 (4.8.3.3.1) Fvy/Pvy = 0.04/22.74 = 0.00 < 0.90 (4.2.3)

Section OK !!!

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STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: BS 5950: Part1: 1990 ANALYSIS TYPE: Member Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: MEMBER: 2 STEN Pro Arc_2 POINT: 3 COORDINATE: x = 0.50 L = 0.150 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 ULS /1/ 1*1.40 + 2*1.60 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL:

STEEL A36 py = 248.21 MPa ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: L 100x50x5 D=10.0 cm B=10.0 cm Ay=8.55 cm2 Az=18.00 cm2 Ax=15.00 cm2 t=1.0 cm Iy=198.12 cm4 Iz=166.77 cm4 J=1.20 cm4 T=1.0 cm Sy=90.95 cm3 Sz=34.88 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- INTERNAL FORCES AND CAPACITIES: Fc = 14.36 kN My = -0.00 kN*m Mz = -3.32 kN*m Fvy = 26.27 kN Pc = 372.32 kN Mcy = 7.87 kN*m Mcz = 7.45 kN*m Pvy = 134.03 kN Mpy = 7.87 kN*m Mez = 6.21 kN*m Fvz = -0.00 kN Sec_class = Compact my = 1.00 mz = 1.00 Pvz = 268.07 kN ----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS: ---------------------------------------------------------------------------------------------------------------------------------------- BUCKLING PARAMETERS:

About Y axis: About Z axis: Ly = 0.300 m pey = 35755.05 MPa Lz = 0.300 m pez = 30096.65 MPa Ley = 0.270 m FIy = 16978.64 MPa Lez = 0.270 m FIz = 14366.65 MPa LAy = 7.43 pcy = 263.40 MPa LAz = 8.10 pcz = 262.38 MPa ny = -0.06 Pcy = 395.09 kN nz = -0.05 Pcz = 393.58 kN ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: Fc/Pc + My/Mcy + Mz/Mcz = 14.36/372.32 + 0.00/7.87 + 3.32/7.45 = 0.48 < 0.90 (4.8.3.2) Fc/Pci + M_y/Mpy + M_z/Mez = 14.36/393.58 + 0.00/7.87 + 3.32/6.21 = 0.57 < 0.90 (4.8.3.3.1) Fvy/Pvy = 26.27/134.03 = 0.20 < 0.95 Fvz/Pvz = 0.00/268.07 = 0.00 < 0.90 (4.2.3)

Section OK !!!

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Safe working load

If we consider that all of the 4 pro-arc beams have the same distributed load , and because each 2 pro-arc

beams are supported on one tower, then the maximum concentrated load on top of each tower column will

be the reaction = 28.04+23.24 = 51.28 kN

This value is less than 60 kN/m which is the safe working load that the tower can support.

Documents

STENN-PRO ARC - StenGulfstengulf.com/.../2015/03/7.-Stenn-Pro-Arc-System.pdf · STENN-PRO ARC FOR CURVE WALL SYSTEM STENN-PRO ARC STENGULF FORMWORK&SCAFFOLDING . 2 Adjustable Radius