Annex 2- Structure.pdf

Reference: C17 Dimensions: 140 x 80 x 40 Armed: Xi:Ø12c/15 Yi:Ø12c/15 Xs:Ø12c/15 Ys:Ø12c/15 Check Values State

Tensions on the ground:

Criteria of CYPE Ingenieros

- Medium tension in persistent situations: Maximum: 1.5 kp/cm²

Calculated: 0.205 kp/cm² Meets

- Maximum voltage in persistent situations without wind: Maximum: 1,875 kp/cm²

Calculated: 0.139 kp/cm² Meets

- Maximum voltage in persistent windy situations: Maximum: 1,875 kp/cm²

Calculated: 0.412 kp/cm² Meets

Shoe overturn:

If the % safety reserve is greater than zero, it means that the rollover safety coefficients are greater than the strict values required for all equilibrium combinations.

- In direction X: Safety reserve: 2.1 % Meets

- In the Y direction: Safety reserve: 1230.2 % Meets Flex in the shoe:

- In direction X: Moment: 0.62 t·m Meets

- In the Y direction: Moment: 0.00 t·m Meets Cutting on the shoe:

- In direction X: Shear: 1.27 t Meets

- In the Y direction: Shear: 0.00 t Meets

Oblique compression in the shoe:

- Persistent situations:

Criteria of CYPE Ingenieros Maximum: 611.62 t/m² Calculated: 1.48 t/m² Meets

Minimum Edge:

Article 15.7 of CIRSOC 201-2005

Minimum: 21 cm Calculated: 40 cm Meets

Space to anchor starts in foundations:

- C17:

Minimum: 20 cm Calculated: 33 cm Meets

Minimum geometric amount:

Article 7.12.2.1 of CIRSOC 201-2005 Minimum: 0.0018

- Lower reinforcement X direction: Calculated: 0.0019 Meets

- Top Arm X Direction: Calculated: 0.0019 Meets

- Lower Y-Direction Reinforcement: Calculated: 0.0019 Meets

- Y-Steering Top Arming: Calculated: 0.0019 Meets

Minimum diameter of the bars:

Criteria of CYPE Ingenieros Minimum: 10 mm

- Lower grill: Calculated: 12 mm Meets

- Top Grill: Calculated: 12 mm Meets

Maximum bar spacing:

Article 10.5.4 of CIRSOC 201-2005 Maximum: 30 cm

- Lower reinforcement X direction: Calculated: 15 cm Meets

Armed: Xi:Ø12c/15 Yi:Ø12c/15 Xs:Ø12c/15 Ys:Ø12c/15 Check Values State

- Lower Y-Direction Reinforcement: Calculated: 15 cm Meets

- Top Arm X Direction: Calculated: 15 cm Meets

- Y-Steering Top Arming: Calculated: 15 cm Meets

Minimum bar spacing:

Criterion of CYPE Ingenieros, based on: J. Calavera. "Calculation of Foundation Structures". Chapter

3.16 Minimum: 10 cm

- Lower reinforcement X direction: Calculated: 15 cm Meets

- Lower Y-Direction Reinforcement: Calculated: 15 cm Meets

- Top Arm X Direction: Calculated: 15 cm Meets

- Y-Steering Top Arming: Calculated: 15 cm Meets

Anchor length:

Criterion of the book "Calculation of foundation structures", J. Calavera. Ed. INTEMAC, 1991

- Reinforcement in the direction X to the right: Minimum: 31 cm

Calculated: 42 cm Meets

- Reinforcement inf. direction X to left: Minimum: 31 cm

Calculated: 42 cm Meets

- Reinforcement inf. direction Y upwards: Minimum: 30 cm

Calculated: 30 cm Meets

- Inf. Direction And Downward Reinforcement: Minimum: 30 cm

Calculated: 30 cm Meets

- Upper reinforcement in the direction X to the right: Minimum: 31 cm

Calculated: 42 cm Meets

- Upper reinforcement in the direction X to the left: Minimum: 31 cm

Calculated: 42 cm Meets

- Upper direction Y upwards: Minimum: 30 cm

Calculated: 30 cm Meets

- Upper Direction And Downward Reinforcement: Minimum: 30 cm

Calculated: 30 cm Meets Minimum temple length: Minimum: 19 cm

- Reinforcement in the direction X to the right: Calculated: 30 cm Meets

- Reinforcement inf. direction X to left: Calculated: 30 cm Meets

- Reinforcement inf. direction Y upwards: Calculated: 30 cm Meets

- Inf. Direction And Downward Reinforcement: Calculated: 30 cm Meets

- Upper reinforcement in the direction X to the right: Calculated: 30 cm Meets

- Upper reinforcement in the direction X to the left: Calculated: 30 cm Meets

- Upper direction Y upwards: Calculated: 30 cm Meets

- Upper Direction And Downward Reinforcement: Calculated: 30 cm Meets

All checks are met Additional information:

- Terrible breakage ratio (In the X direction): 0.11

- Terrible breakage ratio (Y-direction): 0.00

Armed: Xi:Ø12c/15 Yi:Ø12c/15 Xs:Ø12c/15 Ys:Ø12c/15 Check Values State

- Exhaustion Shear (In X direction): 17.47 t

- Exhaustion Shear (Y-Direction): 0.00 t

Reference: C11 Dimensions: 120 x 70 x 40 Armed: Xi:Ø12c/12 Yi:Ø12c/12 Check Values State

Tensions on the ground:

Criteria of CYPE Ingenieros

- Medium tension in persistent situations: Maximum: 0.8 kp/cm²

Calculated: 0.151 kp/cm² Meets

- Maximum voltage in persistent situations without wind: Maximum: 1 kp/cm²

Calculated: 0.167 kp/cm² Meets

- Maximum voltage in persistent windy situations: Maximum: 1 kp/cm²

Calculated: 0.212 kp/cm² Meets

Shoe overturn:

If the % safety reserve is greater than zero, it means that the rollover safety coefficients are greater than the strict values required for all equilibrium combinations.

- In direction X: Security reserve: 1034.9 % Meets

- In the Y direction: Security reserve: 390.4 % Meets Flex in the shoe:

- In direction X: Moment: 0.00 t·m Meets

- In the Y direction: Moment: 0.00 t·m Meets Cutting on the shoe:

- In direction X: Shear: 0.06 t Meets

- In the Y direction: Shear: 0.00 t Meets

Oblique compression in the shoe:

- Persistent situations:

Criteria of CYPE Ingenieros Maximum: 611.62 t/m² Calculated: 1.44 t/m² Meets

Minimum Edge:

Article 15.7 of CIRSOC 201-2005

Minimum: 21 cm Calculated: 40 cm Meets

Space to anchor starts in foundations:

- C11:

Minimum: 20 cm Calculated: 33 cm Meets

Minimum geometric amount:

Article 7.12.2.1 of CIRSOC 201-2005 Minimum: 0.0018

- Lower reinforcement X direction: Calculated: 0.0024 Meets

- Lower Y-Direction Reinforcement: Calculated: 0.0024 Meets

Minimum diameter of the bars:

- Lower grill:

Criteria of CYPE Ingenieros Minimum: 10 mm Calculated: 12 mm Meets

Maximum bar spacing:

Article 10.5.4 of CIRSOC 201-2005 Maximum: 30 cm

- Lower reinforcement X direction: Calculated: 12 cm Meets

- Lower Y-Direction Reinforcement: Calculated: 12 cm Meets

Minimum bar spacing:

Criterion of CYPE Ingenieros, based on: J. Calavera. "Calculation of Foundation Structures".

Chapter 3.16 Minimum: 10 cm

Reference: C11 Dimensions: 120 x 70 x 40 Armed: Xi:Ø12c/12 Yi:Ø12c/12 Check Values State

- Lower reinforcement X direction: Calculated: 12 cm Meets

- Lower Y-Direction Reinforcement: Calculated: 12 cm Meets

Anchor length:

Criterion of the book "Calculation of foundation structures", J. Calavera. Ed. INTEMAC, 1991

- Reinforcement in the direction X to the right: Minimum: 27 cm

Calculated: 32 cm Meets

- Reinforcement inf. direction X to left: Minimum: 27 cm

Calculated: 32 cm Meets

- Reinforcement inf. direction Y upwards: Minimum: 30 cm

Calculated: 30 cm Meets

- Inf. Direction And Downward Reinforcement: Minimum: 30 cm

Calculated: 30 cm Meets Minimum temple length: Minimum: 19 cm

- Reinforcement in the direction X to the right: Calculated: 30 cm Meets

- Reinforcement inf. direction X to left: Calculated: 30 cm Meets

- Reinforcement inf. direction Y upwards: Calculated: 30 cm Meets

- Inf. Direction And Downward Reinforcement: Calculated: 30 cm Meets

All checks are met Additional information:

- Terrible breakage ratio (In X-direction): 0.00

- Terrible breakage ratio (Y-direction): 0.00

- Exhaustion Shear (In X direction): 15.29 t

- Exhaustion Shear (Y-Direction): 0.00 t

Architectural and Engineering (A/E) Design Services for the construction of a soccer field at the U.S. Embassy in Asuncion, Paraguay.

Specification - Coefficient List

Location:

Embassy of the United States of America, Asunción, Paraguay

Asuncion, Paraguay ames of Hypotheses PP: Self-weight CM: Dead loads CM 1: Weight of the net Qa: Live load V1 +90 V1 +90 V2 -90 V2 -90 V3 +0 V3 +0° V4 -0 V4 -0° Usage Category

1. General

Ultimate Limit State (ULS) for Concrete Failure:

Standard: CIRSOC 201-2005 Roof Configuration: General

Ultimate Limit State (ULS) for Concrete Failure in Foundations:

Standard: CIRSOC 201-2005 Roof Configuration: General

Ultimate Limit State (ULS) for Composite Concrete and Steel Columns:

Standard: CIRSOC 201-2005 Roof Configuration: General

Ultimate Limit State (ULS) for Cold-Formed Steel Failure:

Standards: AISI/NASPEC-2007 (LRFD), ASCE 7 Roof Configuration: General

Ultimate Limit State (ULS) for Rolled Steel Failure

AISC 360-10 (LRFD)

ASCE 7

Ultimate Limit State (ULS) for Timber Failure

CTE

Snow Level: Altitude less than or equal to 1000 m

Coefficients for Persistent or Transient Situations

Coefficients for Accidental Fire Situations

Ultimate Limit State (ULS) for Aluminum Failure

EC

Snow: Altitude less than or equal to 1000 m

Pilar Cota (m)

Desp. X (mm)

Desp. Y (mm)

Desp. Z (mm)

C1 Forjado 1 0.00 0.02 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C2 Forjado 1 0.00 0.01 0.22 0.00 Cimentación -1.20 0.00 0.00 0.00

C3 Forjado 1 0.00 0.01 0.19 0.00 Cimentación -1.20 0.00 0.00 0.00

C4 Forjado 1 0.00 0.01 0.21 0.00 Cimentación -1.20 0.00 0.00 0.00

C5 Forjado 1 0.00 0.01 0.32 0.00 Cimentación -1.20 0.00 0.00 0.00

C6 Forjado 1 0.00 0.01 0.33 0.00 Cimentación -1.20 0.00 0.00 0.00

C7 Forjado 1 0.00 0.01 0.24 0.00 Cimentación -1.20 0.00 0.00 0.00

C8 Forjado 1 0.00 0.21 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C9 Forjado 1 0.00 0.28 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C10 Forjado 1 0.00 0.21 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C11 Forjado 1 0.00 0.02 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C12 Forjado 1 0.00 0.02 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C13 Forjado 1 0.00 0.21 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C14 Forjado 1 0.00 0.28 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C15 Forjado 1 0.00 0.21 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C16 Forjado 1 0.00 0.02 0.02 0.00 Cimentación -1.20 0.00 0.00 0.00

C17 Forjado 1 0.00 0.01 0.24 0.00 Cimentación -1.20 0.00 0.00 0.00

C18 Forjado 1 0.00 0.01 0.24 0.00 Cimentación -1.20 0.00 0.00 0.00

C19 Forjado 1 0.00 0.01 0.33 0.00 Cimentación -1.20 0.00 0.00 0.00

C20 Forjado 1 0.00 0.01 0.35 0.00 Cimentación -1.20 0.00 0.00 0.00

C21 Forjado 1 0.00 0.01 0.35 0.00 Cimentación -1.20 0.00 0.00 0.00

: 29/24

Página 1

Pilar Cota (m)

Desp. X (mm)

Desp. Y (mm)

Desp. Z (mm)

C22 Forjado 1 0.00 0.01 0.33 0.00 Cimentación -1.20 0.00 0.00 0.00

Página 2

: 29/24

1.- PROGRAM VERSION AND LICENSE NUMBER 2

2.- GENERAL STRUCTURE DATA 2

3.- CONSIDERED STANDARDS 2

4.- CONSIDERED ACTIONS 2

4.1.- Gravitational 2 4.2.- Wind 2 4.3.- Seismic 2 4.4.- Load Hypotheses 2

5.- LIMIT STATES 3

6.- DESIGN SITUATIONS 3

6.1.- Partial Safety Factors (g) and Combination Factors (y) 3 6.2.- Combinations 6

7.- GEOMETRIC DATA OF GROUPS AND FLOORS 7

8.- GEOMETRIC DATA OF COLUMNS, SHEAR WALLS, AND WALLS 8

8.1.- Columns 8

9.- DIMENSIONS, FIXITY COEFFICIENTS, AND BUCKLING COEFFICIENTS

FOR EACH FLOOR 8

10.- SLABS AND FOUNDATION ELEMENTS 8

11.- MATERIALS USED 9

11.1.- Concretes 9 11.2.- Steels by Element and Position 9 11.2.1.- Bar Steels 9 11.2.2.- Profile Steels 9

INDEX

List of project data Calculation of posts and net for a football field Date: 11/29/24

Página 2

1.- PROGRAM VERSION AND LICENSE NUMBER

Version: 2017 License Number: 20172

2.- GENERAL STRUCTURE DATA

Project: Calculation of posts and net for a football field Code: arq nicolas caballero-biocom

3.- CONSIDERED STANDARDS

• Concrete: CIRSOC 201-2005

• Cold-formed steels: AISI S100-2007 (LRFD)

• Rolled and reinforced steels: ANSI/AISC 360-10 (LRFD)

• Usage category: General

4.- CONSIDERED ACTIONS

4.1.- Gravitational

Floor S.C.U (t/m²)

Dead Loads (t/ m²)

Slab 1 0.20 0.15 Foundation 0.00 0.00

4.2.- Wind The wind action has been considered using loads applied under the following hypotheses:

‘V 1 +90’, ‘V 2 -90’, ‘V 3 +0’, and ‘V 4 -0’.

4.3.- Seismic No seismic action considered

4.4.- Load Hypotheses

Automatic Self-weight Dead loads Usage overload

Additional Reference Nature CM 1 Weight of the Self-weight net V 1 +90 Wind V 2 -90 Wind V 3 +0 Wind V 4 -0 Wind

Página 3

5.- LIMIT STATES

U.L.S. of failure. Concrete U.L.S. of failure. Concrete in foundations

CIRSOC 201-2005

Roof configuration: General

U.L.S. of failure. Cold-formed steel AISI/NASPEC-2007 (LRFD)

ASCE 7

Stresses on the ground Displacements

Characteristic actions

6.- DESIGN SITUATIONS

For the various design situations, the combinations of actions will be defined according to the following criteria:

• Where:

Gk Permanent action Pk Prestressing action Qk Variable action γ G Partial safety factor for permanent actions γ P Partial safety factor for prestressing action γ Q,1 Partial safety factor for the main variable action γ Q,i Partial safety factor for accompanying variable actions

6.1.- Partial Safety Factors (γ) and Combination Factors (ψ) For each design situation and limit state, the coefficients to be used are:

• U.L.S. of failure. Concrete: CIRSOC 201-2005

• U.L.S. of failure. Concrete in foundations: CIRSOC 201-2005

(9-1)

Partial safety coefficients (γ) Favorable Unfavourable

Permanent Load (G) Overload (Q) Wind (Q)

1.400 1.400

(9-2)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200 Overload (Q) 0.000 1.600

Página 4

(9-3a)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200 Overload (Q) 0.000 0.500

(9-3b)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200 Overload (Q) Wind (Q) 0.000 0.800

(9-4)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

Wind (Q) 1.600 1.600

(9-6)

Favorable Unfavourable

Permanent Charge (G) 0.900 0.900

Wind (Q) 0.000 1.600

E.L.U. of breakage. Formed Steel: AISI S100-2007 (LRFD)

2.3.2 - [1] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Load (G) Overload (Q)

1.400 1.400

2.3.2 - [2 LR] (ASCE/SE7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

Página 5

2.3.2 - [2 S] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

2.3.2 - [3 Lr, L] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

2.3.2 - [3 S, L] (ASCE/SEI 7-05)

Coeficientes parciales de seguridad (γ) Favorable Desfavorable

Carga permanente (G) 1.200 1.200 Sobrecarga (Q) 0.000 0.500 Viento (Q)

2.3.2 - [3 Lr, W] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

2.3.2 - [3 S, W] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

2.3.2 - [4 LR] (ASCE/SE7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

Página 6

2.3.2 - [4 S] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Charge (G) 1.200 1.200

2.3.2 - [6] (ASCE/SEI 7-05)

Favorable Unfavourable

Permanent Charge (G) 0.900 0.900

Wind (Q) 0.000 1.600

Tensions on the ground

Variable actions without earthquakes

Favorable Unfavourable

Permanent Charge (G) 1.000 1.000 Overload (Q) 0.000 1.000 Wind (Q) 0.000 1.000

Displacement

Variable actions without earthquakes

Favorable Unfavourable

Permanent Charge (G) 1.000 1.000 Overload (Q) 0.000 1.000 Wind (Q) 0.000 1.000

6.2.- Combinations

Hypothesis names PP Self-Weight CM Dead Loads CM 1 net weight CM 1 net weight Qa Usage overload V 1 +90 V 1 +90 V 2 -90 V 2 -90 V 3 +0 V 3 +0 V 4 -0 V 4 -0

Página 7

E.L.U. breaking. Hormigon E.L.U. of breakage. Concrete in foundations E.L.U. of breakage. Formed steel

Comb. PP CM CM 1 Net weight Qa V 1 +90 V 2 -90 V 3 +0 V 4 -0

1 1.400 1.400 1.400 2 1.200 1.200 1.200 3 1.200 1.200 1.200 1.600 4 1.200 1.200 1.200 1.600 5 1.200 1.200 1.200 0.500 1.600 6 1.200 1.200 1.200 1.600 7 1.200 1.200 1.200 0.500 1.600 8 1.200 1.200 1.200 1.600 9 1.200 1.200 1.200 0.500 1.600 10 1.200 1.200 1.200 1.600 11 1.200 1.200 1.200 0.500 1.600 12 0.900 0.900 0.900 13 0.900 0.900 0.900 1.600 14 0.900 0.900 0.900 1.600 15 0.900 0.900 0.900 1.600 16 0.900 0.900 0.900 1.600

Tensions on the ground Displacements

Comb. PP CM CM 1 Net weight Qa V 1 +90 V 2 -90 V 3 +0 V 4 -0

1 1.000 1.000 1.000 2 1.000 1.000 1.000 1.000 3 1.000 1.000 1.000 1.000 4 1.000 1.000 1.000 1.000 1.000 5 1.000 1.000 1.000 1.000 6 1.000 1.000 1.000 1.000 1.000 7 1.000 1.000 1.000 1.000 8 1.000 1.000 1.000 1.000 1.000 9 1.000 1.000 1.000 1.000 10 1.000 1.000 1.000 1.000 1.000

7.- GEOMETRIC DATA OF GROUPS AND FLOORS

Group Group Name Plant Plant name Height Dimension

1 Forged 1 1 Forged 1 1.20 0.00 0 Foundation -1.20

Página 8

8.- GEOMETRIC DATA OF PILLARS, SCREENS AND WALLS

8.1.- Pilars

GI: initial group GF: final group Ang: angle of the pillar in sexagesimal degrees

Pilar Data Reference Coord(P.Fijo) GI- GF Foreign linkage Ang. Fixed point Backing Song

C1 ( 0.29, 0.29) 0-1 With external linkage 0.0 Center 0.40 C2 ( 6.26, 0.29) 0-1 With external linkage 0.0 Center 0.40 C3 ( 12.29, 0.29) 0-1 With external linkage 0.0 Center 0.40 C4 ( 18.32, 0.29) 0-1 With external linkage 0.0 Center 0.40 C5 ( 24.35, 0.29) 0-1 With external linkage 0.0 Center 0.40 C6 ( 30.38, 0.29) 0-1 With external linkage 0.0 Center 0.40 C7 ( 36.41, 0.29) 0-1 With external linkage 0.0 Center 0.40 C8 ( 0.29, 5.81) 0-1 With external linkage 0.0 Center 0.40 C9 ( 0.29, 11.33) 0-1 With external linkage 0.0 Center 0.40 C10 ( 0.29, 16.85) 0-1 With external linkage 0.0 Center 0.40 C11 ( 0.29, 22.37) 0-1 With external linkage 0.0 Center 0.40 C12 ( 42.38, 0.29) 0-1 With external linkage 0.0 Center 0.40 C13 ( 42.38, 5.81) 0-1 With external linkage 0.0 Center 0.40 C14 ( 42.38, 11.33) 0-1 With external linkage 0.0 Center 0.40 C15 ( 42.38, 16.85) 0-1 With external linkage 0.0 Center 0.40 C16 ( 42.38, 22.37) 0-1 With external linkage 0.0 Center 0.40 C17 ( 36.41, 22.37) 0-1 With external linkage 0.0 Center 0.40 C18 ( 6.26, 22.37) 0-1 With external linkage 0.0 Center 0.40 C19 ( 12.29, 22.37) 0-1 With external linkage 0.0 Center 0.40 C20 ( 18.32, 22.37) 0-1 With external linkage 0.0 Center 0.40 C21 ( 24.35, 22.37) 0-1 With external linkage 0.0 Center 0.40 C22 ( 30.38, 22.37) 0-1 With external linkage 0.0 Center 0.40

9.- DIMENSIONS, EMBEDMENT COEFFICIENTS AND BUCKLING

COEFFICIENTS FOR EACH FLOOR

Pillar Plant Dimensions (cm)

Embedding coefficient Sag coefficient Axial stiffness coefficient

Head Foot X And For all pillars 1 35x35 0.30 1.00 1.00 1.00 2.00

10.- SLABS AND FOUNDATION ELEMENTS

-Permissible voltage in persistent situations: 2.00 kp/cm² -Permissible voltage in accidental situations: 3.00 kp/cm²

Página 9

11.- MATERIALS USED

11.1.- Concrete

Element Concrete fck (kp/cm²) γχ Maximum aggregate size

(mm) Ec

All H-20 204 1.00 15 214261

11.2.- Steels by element and position

11.2.1.- Bar steels

Element Steel FYK γσ

All DNA 420 4281 1.00

11.2.2.- Steels in profiles

Type of steel for profiles Steel Yield strength

Modulus of elasticity (kp/cm²)

Formed steel ASTM A 36 36 ksi 2548 2069317 Rolled steel ASTM A 36 36 ksi 2548 2038736

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Architectural and Engineering (A/E) Design Services for the construction of a soccer field at the U.S. Embassy in Asuncion, Paraguay.

Technical Data Sheet – Equiplex 30 – 21 100mm

Location:

Embassy of the United States of America, Asunción, Paraguay

January 10, 2024

Asuncion, Paraguay

Description

Protection net produced in a 100mm mesh pattern (10 x 10 cm measurement), made of twisted polyethylene "PE" monofilament, thread 30/21. NCM 5608.19.00

Filament

Polymer Used: Polyethylene "PE"

Available Colors: Crystal, black, and green

Stabilizers: Antioxidant and UV-resistant

Title: 15,120 Denier

Thread: 30/21 (21 twisted strands of 0.30mm each)

Diameter: 1.8mm

Tenacity: 3.43 g/Denier

Maximum Elongation at Break: 60%

Maximum Operating Temperature: +60°C to -60°C

Dimensional Stability: ±3%

Models

(30/21- 75-100mm-100m)

Net Area: 70m x 10.5m = 735m²

Weight: 30 kg/piece

(30/21- 100-100mm-50m)

Net Area: 35m x 14.0m = 490m²

Weight: 20 kg/piece

(30/21- 150-100mm-100m)

Net Area: 70m x 21.0m = 1,470m²

Weight: 60 kg/piece

(30/21- 200-100mm-70m)

Net Area: 49m x 28.0m = 1,372m²

Weight: 56 kg/piece

Tensile Strength Limit per Mesh: 50 kgf

(Mesh open in a rhomboid shape)

Application

Protection net for the sides and roof of sports fields or courts.

Warranty

Durability: The net is tested according to Equipesca's inspection and testing plan. The product warranty is for 3 years against manufacturing defects and durability under normal usage conditions.

This warranty does not cover damages caused after installation, such as cuts, burns, exposure to chemicals, or any other factor that alters the molecular resistance of the net. Equipesca is not responsible for damages caused to third parties resulting from problems or defects in the installation of the net.

Bar N16 (C5)/N27 Profile: Ø 5x12.1 Material: Steel (ASTM A 36 36 KSI)

Knots Length

(m)

Mechanical characteristics

Initial Final Area (cm²)

(1) Ix

(cm4)

(1) Oh

(cm4)

(2) It

(cm4) N16 (C5) N27 2.500 15.46 292.61 292.61 585.23

Notes:

(1) Inertia with respect to the indicated axis

(2) Uniform torsional moment of inertia

Buckling Side buckling ZX Plane ZY Map Upper wing. Inf. wing β 0.50 0.70 0.00 0.00

LK 1.250 1.750 0.000 0.000

Cm 1.000 1.000 - - Cb - 1.000

Notation:

: Sag Coefficient LK: Sag

Length (m) Cm: Moment coefficient Cb: Modification factor for the critical moment

Bar

CHECKS (AISI S100-07 (2007))

State w/t T P Tr Mx My Vx Vy MxTr MyTr MxVy MyVx MT MP DAMN IT

N16 (C5)/N27 w/t ≤ (w/t)Max.

Meets N.P.(1) x: 0 m η = 1.9 η = 0.1 x: 0 m η = 43.1 x: 0 m η = 1.0 η = 0.1 η = 3.5 x: 0 m η = 43.2 x: 0 m η = 1.0 x: 0 m η = 18.8 η < 0.1 N.P.(2) η = 45.2 x: 0 m η = 55.8

MEETS

= 55.8

Notation:

w/t: Geometric limitations T: Tensile strength P: Compressive Strength Tr:

Torsional Strength Mx: Bending Strength Around the X-Axis My: Bending Strength Around the Y-Axis Vx: Shear Strength in the X-Axis Direction Vy: Shear Strength in the Y-Axis Direction MxTr: Flexural strength around the X-axis combined with M torsionan dTr: Flexural strength around the Y-axis combined with torsion MxVy: Flexural Strength Around the X-Axis Combined with Shear in the Y-Axis Direction MyVx: Bending Strength Around the Y-Axis Combined with Shear in the X-Axis Direction MT: Flexural Strength Combined with Traction MP: Flexural Strength Combined with Compression TPTrMV: Bending Combined with Shear, Axil, and Torsion - Von Mises Verification x: Distance to Bar Origin : Utilization coefficient (%)

N.P.: Not applicable

Checks that are not applicable (N.P.):

(1) The test is not applicable, as there is no tensile axil.

(2) There is no interaction between tensile axil and bending moment for any combination. Therefore, the verification is not appropriate.

Geometric limitations (B1)

The following must be satisfied:

D/t : 31.75

Where:

D: Outer diameter of the circular tube. D : 127.00 mm t:Thickness. t : 4.00 mm

(B/t)Max. : 358.09

E: Young's module. E : 2069317.02 kp/cm² Fy: Steel yield strength. Fy : 2548.42 kp/cm²

Tensile strength (Appendices A&B, C2) The check is not carried out, as there is no tensile axil.

Compressive Strength (C4)

C : 0.019

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Where:

Pf: Compressive strength required for LRFD load combinations.

Pc: Compressive design strength.

Pf : 0.592 t

PC : 30.769 t

: Strength factor for compression. c : 0.85

Pn : 36.199 t Where:

Ae: Effective area of the section of a circular tube subjected to compression.

Ae : 15.46 cm²

R : 0.10

Ao : 15.46 cm²

To: Area of the raw section. To : 15.46 cm²

For

Fn : 2341.96 kp/cm² c : 0.45

Fy: Steel yield strength. Fy : 2548.42 kp/cm² Fe: Elastic bending stress calculated according to Section C4.1.1.

C4.1.1 Sections not subject to buckling by torsion or flexotorsion.

Faith : 12624.96 kp/cm²

FCrit: Critical buckle stress, taken as the smallest of Fex and Fhey. FCrit : 12624.96 kp/cm²

Ix: Moment of inertia with respect to the X-axis.

IX :

292.61 cm4

A: Area of the raw section. A : 15.46 cm² E: Young's modulus. E : 2069317.02 kp/cm² Kx: Effective length factor for the X-axis. Kx : 0.37 L: Bar length. L : 4.750 m

Fey :

24744.92 kp/cm² ry : 43.51 mm

Iy: Moment of inertia with respect to the Y-axis.

Iy :

292.61

E: Young's modulus. E : 2069317.02 kp/cm² Ky: Effective length factor for the Y-axis. Ky : 0.26 L: Bar length. L : 4.750 m

Fex : 12624.96 kp/cm²

RX :

43.51 mm

Torsional Resistance (Additional check)

Tr : 0.001

The effort required for a lousy calculation occurs for the combination of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V2-90.

Where:

Trf: Required torsional strength, using LRFD load combinations.

Trc: Design resistance to torsion.

Trf : 0.001 T·m

Trc : 1.268 T·m

Tr: Torsion strength factor, taken from AISC-05. Tr : 0.90 Trn: Nominal torsional strength.

C: Torsion-resistant module.

Trn : 1.409 T·m

C : 92.16 cm³

R2: Outer radius of the circular tube. r2 : 63.50 mm

R1: Inner radius of the circular tube. r1 : 59.50 mm

Fn : 1529.05 kp/cm²

Flexural strength around the X-axis (C3.1)

B : 0.431

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Mf: Critical bending strength required for load combinations LRFD. Mf : 0.602 T·m

Mc: Flexural design strength.

Mc : 1.395 T·m Where:

: Strength factor for bending. b : 0.95 Mn: The nominal flexural strength is calculated according to Section C3.1.3. Mn : 1.468 T·m

C3.1.3 Flexion.

(a) For

Mn : 1.468 T·m

Fc : 3185.52 kp/cm²

E: Young's module. And : 2069317.02 kp/cm²

Sf : 46.08 cm³

I: Moment of inertia. I : 292.61 cm4 r: Radius of the circular section. r : 63.50 mm f f 0.014 f f 0.013

Flexural strength around the Y-axis (C3.1)

B : 0.010

Mf: Critical bending strength required for load combinations LRFD. Mf : 0.014 T·m For positive bending:

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V1+90.

M +: Strength required for positive bending. M + : T·m

For negative bending:

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 0.9· PP+0.9· CM+0.9· CM1weightofthenet+1.6· V2- 90.

M -: Strength required for negative bending. M - : T·m

Mc: Flexural design strength.

Mc : 1.395 T·m Where:

: Strength factor for bending. b : 0.95 Mn: The nominal flexural strength is calculated according to Section C3.1.3. Mn : 1.468 T·m

Mn : 1.468 T·m

And: Young's module. And : 2069317.02 kp/cm²

Sf : 46.08 cm³

I: Moment of inertia. I : 292.61 cm4 r: Radius of the circular section. r : 63.50 mm

Shear resistance in the X-axis direction (C3.2)

V : 0.001

The effort required for a lousy calculation occurs for the combination of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V1+90.

Vf: Shear strength required for LRFD load combinations. Vf : 0.008 t

Vc: Shear design resistance.

Vc : 9.913 t

: Shear strength factor. v : 0.90 Vn: Nominal shear strength, calculated according to Chapter G-6 ANSI/AISC 360-05 (LRFD), since the AISI S100-07 (2007) does not provide for this test for cylindrical tubes.

For round pipes, the nominal shear strength is calculated as follows (ANSI/AISC 360-05 (LRFD), Chapter G - G-6).

Vn : 11.015 t

FCr: Critical stress, taken as the greater of the following values: FCr : 1529.05 kp/cm²

FCr : 6560.34 kp/cm²

E: Young's module. And : 2069317.02 kp/cm² Lv: The distance between the maximum shear and zero shear points, taken conservatively as the length of the beam.

Lv : 4750.00 mm

D: Outer diameter of the circular tube. D : 127.00 mm t: Calculation thickness of the wall, taken as 0.93 times the nominal thickness.

t : 3.72 mm

FCr : 8091.53 kp/cm²

D: Outer diameter of the circular tube. D : 127.00 mm t: Calculation thickness of the wall, taken as 0.93 times the nominal thickness.

A: Gross area of the hollow tube, based on the design thickness of the wall. A : 14.41 cm²

Shear resistance in the Y-axis direction (C3.2)

V : 0.035

The effort requested for a lousy calculation occurs for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Vf: Shear strength required for LRFD load combinations. Vf : 0.343 t

Vc : 9.913 t

Vn: Nominal shear strength, calculated according to Chapter G-6 ANSI/AISC 360-05 (LRFD), since the AISI S100-07 (2007) does not provide for this test for cylindrical tubes.

FCr: Critical stress, taken as the greater of the following values: FCr : 1529.05 kp/cm²

FCr : 6560.34 kp/cm²

E: Young's module. E: 2069317.02 kp/cm² Lv: The distance between the maximum shear and zero shear points, taken conservatively as the length of the beam.

Lv : 4750.00 mm

D: Outer diameter of the circular tube. D : 127.00 mm t: Calculation thickness of the wall, taken as 0.93 times

FCr : 8091.53 kp/cm²

D: Outer diameter of the circular tube. D : 127.00 mm t: Calculation thickness of the wall, taken as 0.93 times the nominal thickness.

A: Gross area of the hollow tube, based on the design thickness of the wall. A : 14.41 cm²

Flexural strength around the X-axis combined with torsion (C3.6)

B : 0.432

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Mf: Strength required for negative bending. Mf : 0.602 T·m

Mc: Flexural design strength, according to C3.1. Mc : 1.395 T·m

R: Resistance reduction factor due to torsion.

The stresses used in this test have been calculated at the next point, at which the very bad combination of normal and tangential stresses occurs.

x: X coordinate of the calculation point with respect to the center of gravity.

y: Y coordinate of the calculation point with respect to the center of gravity.

fbx: Normal stress due to bending around the X-axis.

Mfx: Required flexural strength with respect to the X-axis for LRFD load combinations.

R : 1.00 x : 0.20 mm y : 63.49 mm

FBx : -1305.37 kp/cm²

MFx : 0.602 T·m

Ix: Moment of inertia with respect to the X-axis. Ix : 292.61 cm4 fTr: Tangential stress due to torsion. fTr : -1.24 kp/cm²

Flexural strength around the Y-axis combined with torsion (C3.6)

B : 0.010 of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V1+90.

Mf: Strength required for positive bending. Mf : 0.014 T·m

Mc: Flexural design strength, according to C3.1. Mc : 1.395 T·m

R: Resistance reduction factor due to torsion.

The stresses used in this test have been calculated at the next point, at which the very bad combination of normal and tangential stresses occurs.

x: X coordinate of the calculation point with respect to the center of gravity.

y: Y coordinate of the calculation point with respect to the center of gravity.

fby: Normal stress due to bending around the Y-axis.

Mfy: Required flexural strength with respect to the Y-axis

R : 0.98 x : 63.49 mm y : 0.20 mm

Fby : -29.67 kp/cm²

Mfy : 0.014 t·m

Oh: Moment of inertia with respect to the Y-axis. Oh : 292.61 cm4 fTr: Tangential stress due to torsion. fTr : -0.69 kp/cm²

Bending strength around the X-axis combined with shear in the Y-axis direction (C3.3)

: 0.188 of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

(a) For beams without transverse stiffeners.

R: Resistance reduction factor due to torsion, calculated according to C3.6.

Mfx: Required flexural strength with respect to the X-axis for LRFD load combinations.

: 0.188

Mfx : 0.602 t·m

Mcx: Flexural design strength around the X-axis. Mcx : 1.395 T·m

Vfy: Required shear strength in the Y-axis direction for LRFD load

Vfy : 0.343 t

VCy: Shear resistance design in the direction of the Y-axis. VCy : 9.913 t

Flexural strength around the Y-axis combined with shear in the X-axis direction (C3.3)

< 0.001 of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V1+90.

R: Resistance reduction factor due to torsion, calculated according to C3.6.

Mfy: Required flexural strength with respect to the Y-axis for LRFD load

: 0.000

R : 0.98

Mfy : 0.014 t·m

MCy: Flexural design strength around the Y-axis. MCy : 1.395 T·m

Vfx: Required shear strength in the X-axis direction for LRFD load

Vfx : 0.008 t

Vcx: Shear strength in the direction of the X-axis. Vcx : 9.913 t

Flexural strength combined with tensile strength (C5.1.2) There is no interaction between tensile axil and bending moment for any combination. Therefore, the verification is not appropriate.

Flexural strength combined with compression (C5.2.2)

(b) The following criteria must be met if

: 0.452

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Where:

Rx: Factor of reduction of bending strength around the X-axis due to torsion, calculated according to C3.6.

Ry: Factor of reduction of flexural strength around the Y-axis due to torsion, calculated according to C3.6.

Rx : 1.00

Ry : 0.56

Pf: Compressive strength required for LRFD load combinations. Pf : 0.592 t

Pn: Nominal compressive strength according to Section C4. Pn : 36.199 t

Bx: Strength factor for bending around the X-axis. Bx : 0.95

Mfx: Required flexural strength with respect to the X-axis for LRFD load combinations.

Mfx : 0.602 t·m

MNot to be a joke: Nominal flexural strength around the X-axis according to Section C3.1. MNot to be a joke : 1.468 T·m by: Strength factor for bending around the Y-axis. by : 0.95

Mfy: Required flexural strength with respect to the Y-axis for LRFD load combinations.

Mfy : 0.001 t·m

Mnu: Nominal flexural strength around the Y-axis according to Section C3.1. Mnu : 1.468 T·m

Since the standard does not provide a general check for sections subjected to torsion combined with other stresses, it is considered that this element must also meet the following Von Mises breaking criterion:

: 0.558

: 0.001

: 0.312

Bending Combined with Shear, Axil, and Torsion - Von Mises Verification (Additional Verification)

The requesting effort of the terrible calculation occurs at node N16 (C5), for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Where:

fa: Normal stress due to compression, calculated using the area of the gross section.

fa : 38.31 kp/cm²

Pf : 0.592 t

The stresses used in this test have been calculated in the following point, at which point the terrible combination of normal and Tangential.

x: X coordinate of the calculation point with respect to the center of gravity. x : -0.20 mm

Y: Y coordinate of the calculation point with respect to the center of gravity.Y: 63.49 mm

Mfx: Required flexural strength with respect to the X-axis for LRFD load combinations.

FBx : 1305.37 kp/cm²

Mfx : -0.602 t·m

Ix: Moment of inertia with respect to the X-axis. Ix : 292.61 cm4

Mfy: Required flexural strength with respect to the Y-axis for fby : 0.00 kp/cm²

MFy : 0.001 T·m

Oh: Moment of inertia with respect to the Y-axis. Oh : 292.61 cm4 fVx:

Tangential stress due to shear stress in the direction of the X-axis. fVx : -0.05 kp/cm² fVy: Tangential stress due to shear stress in the direction of the Y-axis. fVy : 0.00 kp/cm² fTr: Tangential stress due to torsion. fTr : -1.24 kp/cm² Fa: Compressive strength of the section.

Fa : 1990.66 kp/cm² Where:

: Strength factor for compression. c : 0.85 Fn: Nominal critical buckling stress, calculated according to Chapter C4. Fn : 2341.96 kp/cm²

Fbx, Fby: Strength of the bending section around the X and Y axes, respectively.

Fbx : 2421.00 kp/cm² Fby : 2421.00 kp/cm²

: Strength factor for bending. b : 0.95 Fy: Steel yield strength. Fy : 2548.42 kp/cm²

FVx, FVy: Resistance of the shear section in the X and Y directions, FVx : 1324.20 kp/cm² FVy : 1324.20 kp/cm²

: Shear strength factor. v : 0.90 Fy: Steel yield strength. Fy : 2548.42 kp/cm²

FTr: Twist strength of the section.

FTr : 1324.20 kp/cm²

Where:

Tr: Torsion resistance factor. Tr : 0.90

N26/N27 Bar Profile: Ø 4x7.29 Material: Steel (ASTM A 36 36 KSI)

Knots Length (m)

Mechanical characteristics

Initial Final Area (cm²)

(1) Ix

(cm4)

(1) Oh

(cm4)

(2) It

(cm4) N26 N27 6.030 9.33 114.42 114.42 228.83

Notes:

(1) Inertia with respect to the indicated axis

(2) Uniform torsional moment of inertia

Buckling Side buckling ZX Plane ZY Map Upper wing. Inf. wing β 1.00 1.00 0.00 0.00

LK 6.030 6.030 0.000 0.000

Cm 1.000 1.000 - - Cb - 1.000

Notation:

: Sag Coefficient LK: Sag

Length (m) Cm: Moment coefficient Cb: Modification factor for the critical moment

Bar

CHECKS (AISI S100-07 (2007))

State w/t T P Tr Mx My Vx Vy MxTr MyTr MxVy MyVx MT MP DAMN IT

N26/N27 w/t ≤ (w/t)Max.

Meets η = 0.3 η < 0.1 N.P.(1)

X: 5.966 m η = 4.4 x: 0.064 m η = 7.7 x: 0.064 m η = 0.9

X: 5.966 m η = 0.5 N.P.(2)

N.P.(3)

X: 5.966 m η = 0.2 x: 0.064 m η = 0.6 x: 0.064 m η = 14.5

X: 5.966 m η = 3.4 x: 0.064 m η = 10.8

MEETS

= 14.5

Notation:

w/t: Geometric limitations T: Tensile strength P: Compressive Strength Tr: Torsional Strength Mx: Bending Strength Around the X-Axis My: Bending Strength Around the Y-Axis Vx: Shear Strength in the X-Axis Direction Vy: Shear Strength in the Y-Axis Direction MxTr: Flexural Strength Around X-Axis Combined with Torsion MyTr: Flexural Strength Around Y-axis Combined with Torsion MxVy: Flexural Strength Around the X-Axis Combined with Shear in the Y-Axis Direction MyVx: Bending Strength Around the Y-Axis Combined with Shear in the X-Axis Direction MT: Flexural Strength Combined with Traction MP: Flexural Strength Combined with Compression TPTrMV: Bending Combined with Shear, Axil, and Torsion - Von Mises Verification x: Distance to Bar Origin : Utilization coefficient (%)

N.P.: Not applicable

Checks that are not applicable (N.P.):

(1) The check is not carried out, as there is no twisting.

(2) There is no interaction between torsion and bending around the X-axis for any combination. Therefore, the verification is not appropriate.

(3) There is no interaction between torsion and bending around the Y-axis for any combination. Therefore, the verification is not appropriate.

Geometric limitations (B1)

The following must be satisfied:

D/t : 34.00

Where:

D: Outer diameter of the circular tube. D : 102.00 mm t:Thickness. t : 3.00 mm

(D/t)Max. : 358.09 Where:

Tensile strength (Appendices A&B, C2) t : 0.003

The effort requested for a lousy calculation occurs for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Tf: Tensile strength required for LRFD load combinations. Tf: 0.057 t

Tc: Tensile strength of design.

Tc : 21,400 t

: Tensile strength factor. t : 0.90 Tn: The nominal tensile strength is equal to the value calculated according to Section C2.1 of Appendix B:

C2.1 Plasticization of the raw section.

Tn : 23.778 t

Tn : 23.778 t

Ag: Area of the raw section. Ag : 9.33 cm²

Compressive Strength (C4)

< 0.001

The request effort of poor calculation occurs for the combination of actions 0.9· PP+0.9· CM+0.9· CM1weightofthenet+1.6· V1+90.

Where:

Pc: Compressive design strength.

Pf : 0.000 t

PC : 4.791 t

Pn : 5.636 t Where:

Ae: Effective area of the section of a circular tube subjected to compression.

Ae : 9.33 cm²

Ao: 9.33 cm²

A: Area of the raw section. A : 9.33 cm² D: Outer diameter of the circular tube. D : 102.00 mm t: Thickness. t : 3.00 mm

For

Fn : 604.05 kp/cm²

Fy: Yield strength of steel. Fy :

2548.42

1.92

Fy: Yield strength of steel. Fy : 2548.42 kp/cm²

Fe: Elastic bending stress calculated according to Section C4.1.1.

C4.1.1 Sections not subject to buckling by torsion or flexotorsion.

Fe: 688.77 kp/cm²

Fcrit: Critical buckle stress, taken as the smallest of Fex and Fhey. Fcrit : 688.77 kp/cm²

Ix: Moment of inertia with respect to the X-axis.

IX :

114.42

A: Area of the raw section. A : 9.33 cm² E: Young's modulus. E : 2069317.02 kp/cm² Kx: Effective length factor for the X-axis. Kx : 1.02 L: Bar length. L : 5.902 m

Fey :

688.77 ry : 35.02 mm

Iy: Moment of inertia with respect to the Y-axis.

And :

114.42

A: Area of the raw section. A : 9.33 cm² E: Young's modulus. E : 2069317.02 kp/cm² Ky: Effective length factor for the Y-axis. Ky : 1.02 L: Bar length. L : 5.902 m

Fex

688.77 kp/cm²

RX

35 02

Torsional Resistance (Additional check) The check is not carried out, as there is no twisting.

Flexural strength around the X-axis (C3.1)

B : 0.044

The effort requested for a terrible calculation occurs at a point located at a distance of 5,966 m from the N26 junction, for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Mf: Critical bending strength required for load combinations LRFD. Mf : 0.030 T·m

Mc: Flexural design strength.

Mc : 0.679 T·m Where:

: Strength factor for bending. b : 0.95 Mn: The nominal flexural strength is calculated according to Section C3.1.3. Mn : 0.715 T·m

Mn : 0.715 T·m t:Thickness. t : 3.00 mm

Sf : 22.43 cm³

I: Moment of inertia. I : 114.42 cm4 r: Radius of the circular section. r : 51.00 mm f f 0.052 f f 0.000

Flexural strength around the Y-axis (C3.1)

B : 0.077

Mf: Critical bending strength required for load combinations LRFD. Mf : 0.052 T·m For positive bending:

The requesting effort of the terrible calculation occurs at a point located at a distance of 0.064 m from the N26 junction, for the combination of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V3+0.

M +: Strength required for positive bending. M + : T·m

For negative bending:

The requesting effort of the terrible calculation occurs at a point located at a distance of 0.064 m from the N26 node, for the combination of actions 0.9· PP+0.9· CM+0.9· CM1weightofthenet+1.6· V2-90.

M -: Strength required for negative bending. M - : T·m

Mc: Flexural design strength.

Mc : 0.679 T·m Where:

: Strength factor for bending. b : 0.95 Mn: The nominal flexural strength is calculated according to Section C3.1.3. Mn : 0.715 T·m

Mn : 0.715 T·m t:Thickness. t : 3.00 mm

Sf : 22.43 cm³

I: Moment of inertia. I : 114.42 cm4 r: Radius of the circular section. r : 51.00 mm

Shear resistance in the X-axis direction (C3.2)

V : 0.009

The requesting effort of the terrible calculation occurs at a point located at a distance of 0.064 m from the N26 junction, for the combination of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V3+0.

Vf: Shear strength required for LRFD load combinations. Vf : 0.054 t

Vc : 5.983 t

Vn: Nominal shear strength, calculated according to Chapter G-6 ANSI/AISC 360-05 (LRFD), since the AISI S100-07 (2007) does not provide for this test for cylindrical tubes.

Vn : 6.648 t

Fcr: Critical stress, taken as the greater of the following values: Fcr : 1529.05 kp/cm²

Fcr : 4841.75 kp/cm²

Lv: The distance between the maximum shear and zero shear points, taken conservatively as the length of the beam.

Lv : 5902.00 mm

D: Outer diameter of the circular tube. D : 102.00 mm t: Calculation thickness of the wall, taken as 0.93 times t : 2.79 mm

Fcr : 7301.76 kp/cm²

D: Outer diameter of the circular tube. D : 102.00 mm t: Calculation thickness of the wall, taken as 0.93 times the nominal thickness.

A: Gross area of the hollow tube, based on the design thickness of the wall.

t : 2.79

A : 8.70 cm²

Shear resistance in the Y-axis direction (C3.2)

V : 0.005

The effort requested for a terrible calculation occurs at a point located at a distance of 5,966 m from the N26 junction, for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

Vf: Shear strength required for LRFD load combinations. Vf : 0.031 t

Vc : 5.983 t

Vn: Nominal shear strength, calculated according to Chapter G-6 ANSI/AISC 360-05 (LRFD), since the AISI S100-07 (2007) does not provide for this test for cylindrical tubes.

Fcr: Critical stress, taken as the greater of the following values: Fcr : 1529.05 kp/cm²

Fcr : 4841.75 kp/cm²

Lv: The distance between the maximum shear and zero shear points, taken conservatively as the length of the beam.

Lv : 5902.00 mm

D: Outer diameter of the circular tube. D : 102.00 mm t: Calculation thickness of the wall, taken as 0.93 times

Fcr : 7301.76 kp/cm²

D: Outer diameter of the circular tube. D : 102.00 mm t: Calculation thickness of the wall, taken as 0.93 times the nominal thickness.

A: Gross area of the hollow tube, based on the design thickness of the wall. A : 8.70 cm²

Flexural strength around the X-axis combined with torsion (C3.6) There is no interaction between torsion and bending around the X-axis for any combination. Therefore, the verification is not appropriate.

Flexural strength around the Y-axis combined with torsion (C3.6) There is no interaction between torsion and bending around the Y-axis for any combination. Therefore, the verification is not appropriate.

Bending strength around the X-axis combined with shear in the Y-axis direction (C3.3)

: 0.002

The effort requested for a terrible calculation occurs at a point located at a distance of 5,966 m from the N26 junction, for the combination of actions 1.4· PP+1.4· CM+1.4· CM1weightdelanet.

: 0.002

Mfx : 0.030 t·m

Mcx: Flexural design strength around the X-axis. Mcx : 0.679 T·m

Vfy: Required shear strength in the Y-axis direction for LRFD load

Vfy : 0.031 t

Vcy: Shear resistance design in the direction of the Y-axis. Vcy : 5.983 t

Flexural strength around the Y-axis combined with shear in the X-axis direction (C3.3)

: 0.006

The requesting effort of the terrible calculation occurs at a point located at a distance of

0.064 m from the N26 junction, for the combination of actions 1.2· PP+1.2· CM+1.2· CM1weightofthenet+1.6· V3+0.

: 0.006

Mfy : 0.052 t·m

Mcy: Flexural design strength around the Y-axis. Mcy : 0.679 T·m

Vfx: Required shear strength in the X-axis direction for LRFD load

Vfx : 0.054 t

Vcx: Shear strength in the direction of the X-axis. Vcx : 5.983 t

Flexural strength combined with tensile strength (C5.1.2) f : 0.145

: 0.112

PP+1.2· CM+1.2· CM1weightofthenet+1.6· V3+0.

f : 0.145

: Strength factor for bending around the X-axis. Bx : 0.95

Mfx : 0.026 T·m

Mnxt : 0.572 T·m

SFTx : 22.43 cm³

Ix: Moment of inertia with respect to the X-axis. Ix : 114.42 cm4 Oh: Moment of inertia with respect to the Y-axis. Oh : 114.42 cm4 Ixy: Inertia product. Ixy : 0.00 cm4 xt: Distance to the extreme flexural tensile fiber around the X-axis.

yt: Distance to the extreme flexural tensile fiber around the X-axis.

Xt : 51.00 mm

Yt : 51.00 mm

: Strength factor for bending around the Y-axis. by : 0.95

Mfy : 0.052 T·m

Mnyt : 0.572 T·m

Sfty : 22.43 cm³

Oh: Moment of inertia with respect to the Y-axis. Oh : 114.42 cm4 Ixy: Inertia product. Ixy : 0.00 cm4 xt: Distance to the extreme flexural tensile fiber around the Y-axis.

yt: Distance to the extreme flexural tensile fiber around the Y-axis.

Xt : 51.00 mm

Yt : 51.00 mm

: Tensile strength factor. t : 0.90

Tf:…