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1
STENN-PRO ARC FOR CURVE WALL SYSTEM
STENN-PRO ARC
STENGULF FORMWORK&SCAFFOLDING
2
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.
3
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.
4
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
5
Diagram Description Size Article No.
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
6
Diagram Description Size Article No.
Connecting Fitting for
Diagonal Brace H-2003
Carrying Capacity: 700kg
Crane Splice H-2002
Extension Splice
H-2010
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8
BS5950 90
Steel Frame Design Report
Prepared by: STENGULF
Model Name: Horizontal Elements
9
10
11
12
13
14
15
16
17
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
18
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)
19
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
20
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
Case 1 ULS/2 ULS/1 1 ULS/1 ULS/1
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
Case 1 ULS/2 ULS/1 1 ULS/1 ULS/1
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
Case 1 ULS/1 ULS/4 1 ULS/1 ULS/1
7 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00
Node 13 16 13 13 13 13
Case ULS/1 ULS/1 ULS/2 1 1 ULS/1
7 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00
Node 13 13 16 13 16 16
Case 1 ULS/2 ULS/1 1 ULS/1 ULS/1
8 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00
Node 11 12 11 11 11 11
Case ULS/1 ULS/1 ULS/2 1 1 ULS/1
8 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00
Node 11 11 12 11 12 12
Case 1 ULS/2 ULS/1 1 ULS/1 ULS/1
9 / MAX 14.36 0.00 0.00 0.0 -0.00 0.00
Node 2 3 2 2 2 3
Case ULS/1 ULS/2 ULS/2 1 1 ULS/1
9 / MIN 0.00 -0.00 -0.00 0.0 -0.00 -0.00
Node 2 2 3 2 3 2
Case 1 ULS/1 ULS/1 1 ULS/1 ULS/3
21
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
3 STEN Pro-arc L 100x50x5
STEN Pro Arc 0.300 0.300
4 STEN Pro Arc_4
4 STEN Pro-arc L 100x50x5
STEN Pro Arc 0.300 0.300
5 Bar_5 5 STEN Pro-arc L 100x50x5
STEN Pro Arc 0.300 0.300
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
8 Spindle_8 8 Hrz Spindles PIPE 18 Spindle 0.280 0.280
9 Spindle_9 9 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
22
23
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.