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
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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
Joint Calculations PTA CTR-01-UGD-MCO-00004 Rev. D
Page 3 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 .
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.
Joint Calculations PTA CTR-01-UGD-MCO-00004 Rev. D
Page 4 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 .
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.
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
OBRA: CENTRAL TÉRMICA RECKA
JOINT CALCULATIONS
REV. D
CTR-01-UGD-MCO-JYP-00004
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
OBRA: CENTRAL TÉRMICA RECKA
JOINT CALCULATIONS
REV. D
CTR-01-UGD-MCO-JYP-00004
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
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����� =�
3−���
2
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95
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 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
Esfuerzos actuantes de Conexión
Considerando la condicion mas critica de momento maximo