meoromia de calculo

SOCIEDAD MINERA CERRO VERDE S.A.A.

Rev. D Page 1 de 4

PROYECTO

PROJECT

CENTRAL TÉRMICA RECKA

CONTRATISTA

CONTRACTOR

TÍTULO TITLE

JOINT CALCULATIONS PTA

Nº DE DOCUMENTO PROYECTO PROJECT DOCUMENT Nº

CTR-01-UGD-MCO-JYP-00004

REV D EDITADO PARA

ISSUED FOR

INFORMATION FECHA DATE

02/11/2015

ROD

PMC

PGN

REALIZADO

DONE BY

REVISADO

CHECKED BY

APROBADO

APPROVED BY

ESTE DOCUMENTO CONTIENE INFORMACIÓN PROPIETARIA Y NO PUEDE SER DUPLICADO, PROCESADO O CEDIDO A TERCEROS PARA UN USO DISTINTO AL DE ESTE PROYECTO Y EL OBJETO PARA EL QUE HA SIDO PREVISTO SIN LA AUTORIZACIÓN ESCRITA DE COBRA .

THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND CAN NOT BE DUPLICATED, PROCESSED OR DISCLOSED TO THIRD PARTIES FOR ANY USE OTHER THAN THIS PROJECT AND THE PURPOSE FOR WHICH IT IS INTENDED FOR WITHOUT THE WRITTEN CONSENT OF COBRA .

457-01-PC00300-0050-0001-D

mcf

SC-RETURNED WITH NO COMMENTS

mcf

Cuadro de texto

12-02-2015

Joint Calculations PTA CTR-01-UGD-MCO-00004 Rev. D

Page 2 de 4

THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND CAN NOT BE DUPLICATED, PROCESSED OR DISCLOSED TO THIRD PARTIES FOR ANY USE

OTHER THAN THIS PROJECT AND THE PURPOSE FOR WHICH IT IS INTENDED FOR WITHOUT THE WRITTEN CONSENT OF COBRA .

CONTROL DE MODIFICACIONES / CHANGES LOG

Revisión

Issue

Fecha

Date

Modificaciones

Modifications

A 11/07/2014 None. First issue.

B 01/29/2015 Added EA commentaries

C 02/04/2015 Added EA commentaries

D 02/11/2015 Added EA commentaries


Page 3 de 4



1. SCOPE.-

Joint Calculations aims to provide a guide on joints for all the ítems of the Project “Central Térmica Recka” mabe by JYP Contratistas Generales SAC.

2. SPECIFICATIONS AND CODES.-

-Norma Técnica de Edificación en Estructuras Metálicas (NTE) : E.090 -Standard Specification for general Requirements for rolled structural, Steel, bars, plates, shapes, and sheet pilling. : ASTM A6 -American Institute of Steel Construction : AISC

3. GENERAL DESIGN CONSIDERATIONS.-

3.1 Considerations According to the Technical Standard for Buildings in Steel Structures (NTE –

E090) / CAP.10.

3.1.1 Basis of Design

The connections are made by the parties of the members are connected (eg , the souls of the beams ) , the connecting elements (eg plates knot, angles, brackets ) and connectors ( welds , bolts ) . These components must be dimensioned so that its resistance equals or exceeds that determined by the structural analysis for the loads acting on the structure or a specified proportion of the capacity of the connected elements, which is adequate.

3.1.2 Simple Connections

Except as flat an indication to the contrary appears, the connections of beams or trusses must be designed as flexible to withstand only the cleavage reactions . Flexible connections of beams should allow the twists of them as simply supported . To accomplish this, a limited inelastic deformation is allowed.

3.1.3 Moment Connections

Beam connections or trusses restricted at their end supports must be designed to the combined action of forces resulting from the shearing action and moments induced by the stiffness of the connections.


Page 4 de 4



3.1.4 Members Crushing Compression Boards

When columns are supported on base plates or are finished to be spliced by crushing, there must be a sufficient number of connectors for securely bond all connected parties. When other compression members are finished to be spliced by crushing, material joints and connectors are adequate to keep all the parts aligned and be able to withstand 50% of the required strength of the member. All joints in compression must be designed to withstand any tensile loads developed by amplified loads specified in combination 1.4-6 to LRFD method or lateral loads acting together with 75% of the dead load and without live load to ASD method.

3.1.5 Low Resistance Connections

Except for secondary elements, such as links or bracing of joists or coating beams, connections that transmit design efforts should be designed to withstand an amplified load of not less than 45kN for LRFD method or 27 kN for ASD method. The connections at the ends of elements in tension or compression reinforcement must transmit the forces due to the design loads, but not less than 50% of the effective resistance of the element, unless a lower percentage is justified by an engineering analysis to consider other factors such as handling, transport and assembly.

METODO ASD

Proyecto:

Partida: PLANTA DE TRATAMIENTO DE AGUA

Elements Plates, Beams and Columns Weld

Electrodo

Material E70XX

Fy =

Fu = 70 ksi

E = 29000 ksi

W8X24 W12X53

Ag 7.08 in² 15.60 in²

h 7.930 in 12.100 in

tw 0.245 in 0.345 in

bf 6.500 in 9.990 in

tf 0.400 in 0.575 in

K 0.8750 in 1.3750 in

T 6-1/8 in 9-1/4 in

g 3-1/2 in 5-1/2 in

wt/ft 35.717 lb/feet 78.875 lb/feet

Ix 82.70 in4 425.00 in4

Sx 20.90 in³ 70.60 in³

rx 3.420 in 5.230 in

Zx 23.10 in³ 77.90 in³

Material A325-N Material A325-N

Fnt = 90 ksi Fnt/Ω = 45 ksi Fnt = 90 ksi Fnt/Ω = 45 ksi

Fnv = 48 ksi Fnv/Ω = 24 ksi Fnv = 48 ksi Fnv/Ω = 24 ksi

Ω = 2.00 Ω = 2.00

db = Ø 3/4 pulg db = Ø1 pulg

rnv = 10.6 kips rnv = 18.8 kips

RNX= 18.0 kips RNX= 23.6 kips

rnt = 19.9 kips rnt = 35.3 kips

Hole type STD Hole type STD

holgura = 1/16 pulg holgura = 1/16 pulg

Esfuerzos actuantes de Conexión

Considerando la condicion mas critica de momento maximo

V= 103.50 KN to 23.27 kips

Mf= 149.30 KN-m to 110.12 kips-ft

Ax= 23.40 KN to 5.26 kips

Resultante de

fuerzas cortantes 106.11 KN to 23.85 kips

AXIS CONNECTIONS - A, B, C, D AND E

Column

Bolts Single - Plate Web and Beam weab Bolts Flange Plate and Beam flange

CENTRAL TERMICA RECKA - REQUE

Beam

DIAGRAMA GRAFICO

A36

36 ksi

58 ksi

MOMENT CONNECTION

OBRA: CENTRAL TÉRMICA RECKA

JOINT CALCULATIONS

REV. D


MOMENT CONNECTION


JOINT CALCULATIONS

REV. D


1.0 SINGLE - PLATE WEB CONNECTION

1.0.1 Shear Strenght of Bolts from AISC Manual Table 7.1:

Diameter = Ø 3/4 in Nº Bolts = 3 kips/Bolt = 10.6 kips/bolt

Rn = 31.80 kips > 23.85 kips

Ω

MOMENT CONNECTION


JOINT CALCULATIONS

REV. D


1.0.2 Bearing strenght at bolt holes on the plate

Vertical edge distance = 1.57 in

lc = 1.57 in - 13/16 in = 1.16 in

2

Ω = 2

t = 3/8 in

= 15.19 kips <= 19.58 kips > 10.60 kips

1.0.3 Plate Shear Yielding, from AISC Specification Equation J4-3:

Ω = 1.5

Plate Lenght = 9.45 in

= 51.03 kips > 23.85 kips

1.0.4 Plate Shear Rupture, from AISC Specification Equation J4-4:

Total lenght of bolt holes = 2.63 in

Anv= 2.56 in2

Ω = 2 = 44.53 kips > 23.85 kips

1.0.5 Block Shear Rupture Strenght of the Web Plate (using AISC Specification equation J4-5):

Leh = 1.57 in

Lev = 1.57 in

Ubs = 1.0

n= 3.0

Tension Rupture Component from AISC Manual Table 9-3a:

UbsFuAnt/Ω = 32.80 kips/in x 3/8 in

Shear Yielding Component from AISC Manual Table 9-3b:

0.6FyAgv/Ω = 85.00 kips/in x 3/8 in

Shear Rupture Component from AISC Manual Table 9-3c:

0.6FuAnv/Ω = 98.90 kips/in x 3/8 in

Rn = 44.18 kips > 23.85 kips

Ω

1.0.6 Web Plate to Column Flange Weld Shear Strenght:

D= 4 sixteenths

l= 9.45 in

Rn = 70.16 kips > 23.85 kips

Ω

MOMENT CONNECTION


JOINT CALCULATIONS

REV. D


1.0.7 Web Plate Rupture Strenght at welds:

tmin= 0.21 in > 0.40 in

1.1 TENSION FLANGE PLATE AND CONNECTION

Paf= Ma = 110.12 kips-ft 12 inf/ft = 109.21 kips

d 12.10 in

1.1.1 Shear Strenght of Bolts from AISC Manual Table 7.1:

Diameter = Ø1 in Nº Bolts = 6 kips/Bolt = 18.8 kips/bolt

Rn = 113.10 kips > 109.21 kips

Ω

1.1.2 Bearing on flange (using AISC ManualTable 7-6)


lc = 2.00 in - 1 1/16 in = 1.47 in

2

Ω = 2

t = 5/8 in

= 31.95 kips <= 43.50 kips > 18.85 kips

1.1.3 Bearing on plate (see 1.1.2)

tp= 5/8 in

Edge Distance = 2.00 in

Rn = x 0.63 in = 31.9 kips/bolt > 18.8 kips/bolt

Ω

1.1.4 Flange Plate Tensile Yielding

Rn=FyAg = 224.78 kips

Ω = 1.67

Paf=Ma/(d+tp) = 103.84 kips

Rn = 134.60 kips > 103.84 kips

Ω

1.1.5 Flange Plate Tensile Rupture

Ae <= 0.85 Ag for splice plates with holes

Ant= 4.84 in2

Ae= 4.84 in2

Ag= 6.24 in2

Ω = 2.00

Rn = Fu*Ae= 280.58 kips

Rn = 140.29 kips > 103.84 kips

Ω

51.11 kips/in/bolt

MOMENT CONNECTION


JOINT CALCULATIONS

REV. D


1.1.6 Flange Plate Block Shear Rupture

Leh = 2.17 in Leh = 2.84 in Bf= 7.84 in

Lev = 2.75 in Lev = 2.75 in Ant= 3.85 in2

Ubs = 1.0 Ubs = 1.0 Ω = 2.00

n= 3.0 n= 3.0

UbsFuAnt/Ω 46.60 kips/in UbsFuAnt/Ω 66.00 kips/in UbsFuAnt/Ω 111.51 kips

0.6FyAgv/Ω 84.80 kips/in 0.6FyAgv/Ω 84.80 kips/in 0.6FyAgv/Ω 86.40 kips/in

0.6FuAnv/Ω 87.70 kips/in 0.6FuAnv/Ω 87.70 kips/in 0.6FuAnv/Ω 90.30 kips/in

Rn = 164.25 kips Rn = 188.50 kips Rn = 165.51 kips

Ω > 103.84 kips Ω > 103.84 kips Ω > 103.84 kips

1.1.7 Block Shear of the Beam Flange

Leh = 2.17 in

Lev = 2.00 in

Ubs = 1.0

n= 3.0

UbsFuAnt/Ω 46.60 kips/in

0.6FyAgv/Ω 76.70 kips/in

0.6FuAnv/Ω 74.60 kips/in

Rn = 139.38 kips

Ω > 109.21 kips

1.1.8 Fillet weld to the support column

The applied load is perpendicular to the weld lenght; therefore Ɵ=90º and 1.0+0.50sin^1.5Ɵ=1.50

Dmin= 4 sixteenths try 5 sixteenths

1.1.9 Connecting elements

= 0.27 in < 0.40 in

Case (3)

x .575 x 2

x5/8" x5/8" x 2 x5/8" x 2

Case (1) Case (2)

MOMENT CONNECTION


JOINT CALCULATIONS

REV. D


1.1.10 Compression Flange Plate and Connection

k= 0.65

L= 2.39 in

KL/r = 8.61 <= 25.00 Specification Equation J4.6

Therefore, Fcr=Fy from AISC Specification Section J4.4

Ag= 6.24 in2

Ω = 1.67 Rn = 134.60 kips > 103.84 kips

Ω

1.1.11 Flange Local Bending of Column AISC Specification Section J10.1

Assume the concentrated force to be resisted is applied at a distance from the member end that is greater than 10�

10tf= 4.00 in

Ω = 1.67

Rn = 21.56 kips < 103.84 kips

Ω

1.1.12 Web Local Yielding of Column AISC Specification Section J10.2

Assume the concentrated force to be resisted is applied at a distance from the member that isgreater than the depth of the member, d.

N = 0.63 in

k= 0.88 in

Ω = 1.50

Rn = 29.40 kips < 103.84 kips

Ω

1.1.13 Web Crippling AISC Specification Section J10.3

Assume the concentrated force to be resisted is applied at a distance from the member end that is greater than or equal to d/2.

N/d= 0.236

Ω = 2.00

Rn = 42.01 kips < 103.84 kips

Ω

1.1.14 Web Panel Zone Shear

Ω = 1.67

Py= 254.88 kips

Pr/Pc= 0.41 > 0.40

Rn = 24.94 kips < 103.84 kips

Ω

1.1.15 Compression Buckling of the web

hc= 6.34 in

Ω = 1.67

Rn = 30.74 kips < 103.84 kips

Ω

MOMENT CONNECTION


JOINT CALCULATIONS

REV. D


1.1.16 Provide Web stiffeners, reinforce the web - panel zone W8x24

Required Stiffener Area,

= 3.82 in2

Width of stiffener, = 3.45 in try 4.50 in

Use

Thickness of stiffener, = 0.31 in >= 0.28 in 1/2 in

Ast= 4.50 in2 > 3.82 in2

Weld size, try 5 sixteenths Flange

try 4 sixteenths Web

Lenght of weld connecting the stiffener to the tension flange.

Lw > = 2.96 in < 4.50 in

Lenght of weld connecting the stiffener to the column web

Lw > = 5.54 in < 7.13 in

Check plate local buckling

bst/tst = 9.00 < 15.89

1.1.17 Provided Doubler plate

For Shear Strenght:

> = 78.90 kips > = 0.46 in use 1/2 in

171.29

Weld Size:

= 5 sixteenths use 6 sixteenths

Minimun thicknes of doubler plate to provite this weld 7/16 in use 1/2 in

Check doubler plate for shear buckling:

db= 12.10 in

tfb= 0.58 in

tst= 1/2 in

a = 11.03 in = 1.74 ; Kv= 6.65

h 6.34 in

ddp = 6.34 in = 12.68 < 80.54

ttp 1/2 in

As the design shear strenght of the web panel zone of a W8x24 is less than the apllied force of 103.84 kips from the flange plate, the panel zone is to be

reinforced by using a doubler plate

�� ≥��Ω

0.6.��.��.��

��=��Ω

��

�� =�

3−��

2

�� =�

2≥��

95

METODO ASD

Proyecto:



Electrodo

Material E70XX

Fy =

Fu = 70 ksi

E = 29000 ksi

W8X24 HSS8x4x3/16

Ag 7.08 in² 3.98 in²

h 7.930 in 8 in

tw 0.245 in 0.174 in

bf 6.500 in 0.174 in

tf 0.400 in 0.260 in

k1 0.5625 in --- in

T 6-1/8 in --- in

g 3-1/2 in --- in

wt/ft 35.717 lb/feet 14.500 lb/feet

Ix 82.70 in4 33.10 in4

Sx 20.90 in³ 8.27 in³

rx 3.420 in 2.880 in

Zx 23.10 in³ 10.20 in³

Material A325-N

Fnt = 90 ksi Fnt/Ω = 45 ksi

Fnv = 48 ksi Fnv/Ω = 24 ksi

Ω = 2.00

db = Ø 5/8 pulg

rnv = 7.36 kips

RNX= 9.20 kips

rnt = 13.80 kips

Tipo agujero SH

holgura = 1/16 pulg



V= 7.30 KN to 1.64 kips

Mf= 0.00 KN-m to 0.00 kips-ft

Ax= 38.60 KN to 8.68 kips

A36

AXIS CONNECTIONS - 1, 2, AND 3

Bolts Plate

Beam

DIAGRAMA GRAFICO


36 ksi

58 ksi

Column

SIMPLE CONNECTION N° 01

OBRA: CENTRAL TÉRMICA RECKA REV. D

JOINT CALCULATIONS CTR-01-UGD-MCO-JYP-00004




1.0 SIZE OF THE (2) BOLTS ASTM 325 BOLTS

1.0.1. Tension

= 8.68 kips = 4.34 kips use Ø 5/8 pulg <> 13.80 kips

2

1.0.2. Shear


2

�� =��

�� =��




2.0 End-Plate Thickness with Consideration of Prying Action (AISC Manual Part 9)

a= 1.50 in

b= 1.50 in

d' = 11/16 in

full plate width= 10.00 in

Ω = 1.67

= 1.81 in <= 2.19 in

= 1.19 in = 0.66 = 0.931

= 3.328 = 1.000

= 0.31 in use 1/2 in

3.0 REQUIRED WELD SIZE

The applied load is perpendicular to the weld lenght; therefore Ɵ=90º and 1.0+0.50sin^1.5Ɵ=1.50

Fnw= 63.00 ksi

L= 23.50 in

For shear load on fillet welds

Ω = 2.00

w > = 0.02 in use 4 sixteenths

4.0 SHEAR YIELDING OF THE EXTENDED END - PLATE

Ω = 1.67

= 64.67 kips > 8.68 kips

5.0 SHEAR RUPTURE OF THE EXTENDED END - PLATE

Ω = 2.00 An= 4.66 in2

= 81.02 kips > 8.68 kips




6.0 BOLT BEARING AT BOLT HOLES


lc = 5.00 in - 11/16 in = 4.66 in

2

Ω = 2

t = 1/2 in

= 81.02 kips <= 21.75 kips > 7.36 kips

7.0 BLOCK SHEAR RUPTURE OF THE EXTENDED END - PLATE

Leh = 1.50 in

Lev = 5.00 in

Ubs = 1.0

n= 1.0







Rn = 43.30 kips > 1.64 kips

Ω

METODO ASD

Proyecto:



Electrodo

Material E70XX

Fy =

Fu = 70 ksi

E = 29000 ksi

COLUMNA RECEPTORA

W8X24 L3X3X1/4

Ag 7.08 in² 1.44 in²

h 7.930 in 3.000 in

tw 0.245 in 0.250 in

bf 6.500 in --- in

tf 0.400 in 0.250 in

k1 0.5625 in --- in

T 6-1/8 in --- in

g 3-1/2 in --- in

wt/ft 35.717 lb/feet 4.890 plf.

Ix 82.70 in4 1.23 in4

Sx 20.90 in³ 0.57 in³

rx 3.420 in 0.926 in

Zx 23.10 in³ --- in³

Material A325-N

Fnt = 90 ksi Fnt/Ω = 45 ksi

Fnv = 48 ksi Fnv/Ω = 24 ksi

Ω = 2.00

db = Ø 3/4 pulg

rnv = 10.60 kips

RNX= 13.30 kips

rnt = 19.90 kips

Tipo agujero SH

holgura = 1/16 pulg



V= 0.60 KN to 0.13 kips

Mf= 0.00 KN-m to 0.00 kips-ft

Ax= 58.00 KN to 13.04 kips

Resultante de

fuerzas cortantes 58.00 KN to 13.04 kips

Bolts Clip / Angle

A36

ARRIOSTRAMIENTO


BRACINGS CONNECTION

DIAGRAMA GRAFICO


36 ksi

58 ksi






1.0 SIZE OF THE (2) BOLTS ASTM 325 BOLTS

1.0.1 Shear

Y= 1.18 in

e= 0.94 in

M= 12.26 kips-in

Ʃd2= 2.78 in2

ƩH= 5.19 kips

R= 8.34 kips


1

�� =��




2.0 BOLT BEARING AT BOLT HOLES

2.1. ON THE PLATE


lc = 1.57 in - 13/16 in = 1.16 in

2

Ω = 2

t = 1/2 in

= 20.25 kips <= 26.10 kips > 10.60 kips

2.2. ON THE ANGLE


lc = 1.57 in - 13/16 in = 1.16 in

2

Ω = 2

t = 1/4 in

Controls

> 8.34 kips

= 10.12 kips <= 13.05 kips < 10.60 kips

3.0 PLATE SHEAR YIELDING AND RUPTURE

3.0.1 PLATE SHEAR YIELDING

Plate Lenght = 3.78 in

Ω = 1.5

= 27.22 kips > 13.04 kips

3.0.2 PLATE SHEAR RUPTURE

N° Bolts = 1


Anv= 1.45 in2

Ω = 2

= 25.27 kips > 13.04 kips

4.0 PLATE TENSILE YIELDING AND RUPTURE

4.0.1 PLATE TENSILE YIELDING

Plate width = 3.78 in

Ω = 1.67

= 40.74 kips > 13.04 kips

��

Ω=��

Ω




4.0.2 PLATE TENSILE RUPTURE

N° Bolts = 1


Anv= 1.45 in2

Ω = 2

U= 0.75

= 31.59 kips > 13.04 kips

5.0 SHEAR YIELDING AND SHEAR RUPTURE OF ANGLE

5.0.1. ANGLE SHEAR YIELDING

Area = 1.44 in

Ω = 1.5

= 20.74 kips > 13.04 kips

5.0.2. ANGLE SHEAR RUPTURE

N° Bolts = 1

Total area of bolt holes = 0.22 in2

Anv= 1.22 in2

Ω = 2

= 21.25 kips > 13.04 kips

6.0 TENSILE YIELDING AND TENSILE RUPTURE OF ANGLE

6.0.1. ANGLE TENSILE YIELDING

Ag = 1.44 in2

Ω = 1.67

= 31.04 kips > 13.04 kips

6.0.2. ANGLE TENSILE RUPTURE

U= 0.6

N° Bolts = 1

Total area of bolt holes = 0.22 in2

Anv= 1.22 in2

Ω = 2

U= 0.6

= 21.25 kips > 13.04 kips

��

Ω=��

Ω

��

Ω=��

Ω

��

Ω=��

Ω




7.0 PLATE BLOCK SHEAR RUPTURE

Leh = 1.57 in

Lev = 1.57 in

Ubs = 1.0

n= 2.0







Rn = 36.30 kips > 13.04 kips

Ω

8.0 ANGLE BLOCK SHEAR RUPTURE

Leh = 1.23 in

Lev = 1.57 in

Ubs = 1.0

n= 3.0







Rn = 16.35 kips > 13.04 kips

Ω




9.0 REQUIRED WELD SIZE

Fnw= 42.00 ksi

L= 6.24 in

For shear load on fillet welds

Ω = 2.00

w > = 0.14 in use 4 sixteenths

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meoromia de calculo