Jorge Enrique Daz Durier Ingeniero Civil

Jorge Enrique Daz Durier Ingeniero Civil

Cartagena, Septiembre 29 de 2013

De: Jorge Enrique Diaz DurierPara: Arquitecto Ismael CabarcasAsunto: Diseos estructurales Cubierta ColiseoAtendiendo a su gentil invitacion estoy enviando para su conocimiento y fines pertinentes el prediseo de la estructura de la cubierta del coliseo en cercha curvada de acuerdo con los planteamientos arquitectonicos recibidos.

Isometrica estructura Coliseo

DescriptionSectionMemberCtrl Eq.RatioStatusReferenceCordon inferiorPIPE 5x0.375XS1DS2 at 0.00%0.39OKEq. H1-1b58DS2 at 0.00%0.81OKEq. H1-1b93DS2 at 0.00%0.81OKEq. H1-1b128DS2 at 0.00%0.39OKEq. H1-1b

Cordon inferior en Tuberia de 5 SCH 80

Report: Comprehensive

Members: Hot-rolledDesign code: AISC 360-2010 LRFD

Member:93 (Cordon inferior)Design status:Advertencia

DESIGN WARNINGS

- La relacion de esbeltez L/r del miembro en tension no debe exceder 300

Section informationSection name: PIPE 5x0.375XS (US)

DimensionsD=14.130[cm]Diametert=0.886[cm]Thickness

PropertiesSection propertiesUnitMajor axisMinor axisGross area of the section. (Ag)[cm2]36.903Moment of Inertia (local axes) (I)[cm4]811.651811.651Moment of Inertia (principal axes) (I')[cm4]811.651811.651Bending constant for moments (principal axis) (J')[cm]0.0000.000Radius of gyration (local axes) (r)[cm]4.6904.690Radius of gyration (principal axes) (r')[cm]4.6904.690Saint-Venant torsion constant. (J)[cm4]1623.302Section warping constant. (Cw)[cm6]9.960Distance from centroid to shear center (principal axis) (xo,yo)[cm]0.0000.000Top elastic section modulus of the section (local axis) (Ssup)[cm3]115.037115.037Bottom elastic section modulus of the section (local axis) (Sinf)[cm3]115.037115.037Top elastic section modulus of the section (principal axis) (S'sup)[cm3]115.037115.037Bottom elastic section modulus of the section (principal axis) (S'inf)[cm3]115.037115.037Plastic section modulus (local axis) (Z)[cm3]155.677155.677Plastic section modulus (principal axis) (Z')[cm3]155.677155.677Polar radius of gyration. (ro)[cm]6.614Area for shear (Aw)[cm2]23.98123.981Torsional constant. (C)[cm3]243.234

Material : A500 GrA pipes

PropertiesUnitValueYield stress (Fy):[Ton/cm2]2.35Tensile strength (Fu):[Ton/cm2]3.16Elasticity Modulus (E):[Ton/cm2]2038.89Shear modulus for steel (G):[Ton/cm2]809.08

DESIGN CRITERIA

DescriptionUnitValueLength for tension slenderness ratio (L)[m]17.00

Distance between member lateral bracing pointsLength (Lb) [m]TopBottom17.0017.00

Laterally unbraced lengthLength [m]Effective length factorMajor axis(L33)Minor axis(L22)Torsional axis(Lt)Major axis(K33)Minor axis(K22)Torsional axis(Kt)17.0017.0017.001.01.01.0

Additional assumptionsContinuous lateral torsional restraintNoTension field actionNoContinuous flexural torsional restraintNoEffective length factor value typeNoneMajor axis frame typeSwayMinor axis frame typeSway

DESIGN CHECKS

AXIAL TENSION DESIGN

Axial tension

Ratio:0.49Capacity:77.99 [Ton]Reference:Eq. D2-1Demand:38.29 [Ton]Ctrl Eq.:DS2 at 50.00%

Intermediate resultsUnitValueReferenceFactored axial tension capacity(Pn)[Ton]77.99Eq. D2-1Nominal axial tension capacity (Pn)[Ton]86.66Eq. D2-1

AXIAL COMPRESSION DESIGN

Compression in the major axis 33

Ratio:0.00Capacity:4.46 [Ton]Reference:Sec. E1Demand:0.00 [Ton]Ctrl Eq.:DS1 at 0.00%

Intermediate resultsUnitValueReferenceSection classificationUnstiffened element classification--Non slenderUnstiffened element slenderness ()--15.94Unstiffened element limiting slenderness (r)--95.51Stiffened element classification--Non slenderStiffened element slenderness ()--15.94Stiffened element limiting slenderness (r)--95.51Factored flexural buckling strength(Pn33)[Ton]4.46Sec. E1Effective length factor (K33)--1.00Unbraced length (L33)[m]17.00Effective slenderness ((KL/r)33)--362.49Eq. E3-4Elastic critical buckling stress (Fe33)[Ton/cm2]0.15Eq. E3-4Reduction factor for slender unstiffened elements (Qs33)--1.00Effective area of the cross section based on the effective width (A...[cm2]36.90Eq. E3-3Reduction factor for slender stiffened elements (Qa33)--1.00Full reduction factor for slender elements (Q33)--1.00Sec. E7Critical stress for flexural buckling (Fcr33)[Ton/cm2]0.13Eq. E3-3Nominal flexural buckling strength (Pn33)[Ton]4.96Eq. E3-1

Compression in the minor axis 22

Ratio:0.00Capacity:4.46 [Ton]Reference:Sec. E1Demand:0.00 [Ton]Ctrl Eq.:DS1 at 0.00%

Intermediate resultsUnitValueReferenceSection classificationUnstiffened element classification--Non slenderUnstiffened element slenderness ()--15.94Unstiffened element limiting slenderness (r)--95.51Stiffened element classification--Non slenderStiffened element slenderness ()--15.94Stiffened element limiting slenderness (r)--95.51Factored flexural buckling strength(Pn22)[Ton]4.46Sec. E1Effective length factor (K22)--1.00Unbraced length (L22)[m]17.00Effective slenderness ((KL/r)22)--362.49Eq. E3-4Elastic critical buckling stress (Fe22)[Ton/cm2]0.15Eq. E3-4Reduction factor for slender unstiffened elements (Qs22)--1.00Effective area of the cross section based on the effective width (A...[cm2]36.90Eq. E3-3Reduction factor for slender stiffened elements (Qa22)--1.00Full reduction factor for slender elements (Q22)--1.00Sec. E7Critical stress for flexural buckling (Fcr22)[Ton/cm2]0.13Eq. E3-3Nominal flexural buckling strength (Pn22)[Ton]4.96Eq. E3-1

FLEXURAL DESIGN

Bending about major axis, M33

Ratio:0.75Capacity:3.29 [Ton*m]Reference:Sec. F1Demand:-2.46 [Ton*m]Ctrl Eq.:DS2 at 0.00%

Intermediate resultsUnitValueReferenceSection classificationUnstiffened element classification--CompactUnstiffened element slenderness ()--15.94Limiting slenderness for noncompact unstiffened element (r)--269.16Limiting slenderness for compact unstiffened element (p)--60.78Stiffened element classification--CompactStiffened element slenderness ()--15.94Limiting slenderness for noncompact stiffened element (r)--269.16Limiting slenderness for compact stiffened element (p)--60.78Factored yielding strength(Mn)[Ton*m]3.29Sec. F1Yielding (Mn)[Ton*m]3.66Eq. F8-1

Bending about minor axis, M22

Ratio:0.01Capacity:3.29 [Ton*m]Reference:Sec. F1Demand:0.03 [Ton*m]Ctrl Eq.:DS2 at 100.00%

Intermediate resultsUnitValueReferenceSection classificationUnstiffened element classification--CompactUnstiffened element slenderness ()--15.94Limiting slenderness for noncompact unstiffened element (r)--269.16Limiting slenderness for compact unstiffened element (p)--60.78Stiffened element classification--CompactStiffened element slenderness ()--15.94Limiting slenderness for noncompact stiffened element (r)--269.16Limiting slenderness for compact stiffened element (p)--60.78Factored yielding strength(Mn)[Ton*m]3.29Sec. F1Yielding (Mn)[Ton*m]3.66Eq. F8-1

DESIGN FOR SHEAR

Shear in major axis 33

Ratio:0.00Capacity:23.40 [Ton]Demand:-0.02 [Ton]Ctrl Eq.:DS2 at 91.67%

Intermediate resultsUnitValueReferenceFactored shear capacity(Vn)[Ton]23.40Shear area (Aw)[cm2]36.90Critical shear stress for round HSS (Fcr)[Ton/cm2]1.41Eq. G6-2aNominal shear strength (Vn)[Ton]26.00Eq. G6-1

Shear in minor axis 22

Ratio:0.11Capacity:23.40 [Ton]Demand:2.53 [Ton]Ctrl Eq.:DS2 at 0.00%

Intermediate resultsUnitValueReferenceFactored shear capacity(Vn)[Ton]23.40Shear area (Aw)[cm2]36.90Critical shear stress for round HSS (Fcr)[Ton/cm2]1.41Eq. G6-2aNominal shear strength (Vn)[Ton]26.00Eq. G6-1

TORSION DESIGN

Torsion

Ratio:0.02Capacity:3.08 [Ton*m]Demand:-0.05 [Ton*m]Ctrl Eq.:DS2 at 91.67%

Intermediate resultsUnitValueReferenceFactored torsion capacity(Tn)[Ton*m]3.08Critical torsional buckling stress (Fcr)[Ton/cm2]1.41Sec. H3.1Nominal torsion capacity (Tn)[Ton*m]3.43Eq. H3-1

COMBINED ACTIONS DESIGN

Combined flexure and axial compressionRatio:0.76Ctrl Eq.:DS2 at 0.00%Reference:Eq. H1-1b

Intermediate resultsUnitValueReferenceInteraction of flexure and axial force--0.76Eq. H1-1bRequired flexural strength about strong axis (Mr33)[Ton*m]-2.46Available flexural strength about strong axis (Mc33)[Ton*m]3.29Sec. F1Required flexural strength about weak axis (Mr22)[Ton*m]0.03Available flexural strength about weak axis (Mc22)[Ton*m]3.29Sec. F1Required axial compressive strength (Pr)[Ton]0.00Available axial compressive strength (Pc)[Ton]4.46Sec. E1

Combined flexure and axial tensionRatio:0.81Ctrl Eq.:DS2 at 0.00%Reference:Eq. H1-1b

Intermediate resultsUnitValueReferenceRequired flexural strength about strong axis (Mr33)[Ton*m]-2.46Available flexural strength about strong axis (Mc33)[Ton*m]3.29Sec. F1Required flexural strength about weak axis (Mr22)[Ton*m]0.03Available flexural strength about weak axis (Mc22)[Ton*m]3.29Sec. F1Required axial tensile strength (Pr)[Ton]7.82Available axial tensile strength (Pc)[Ton]77.99Eq. D2-1

Combined flexure and axial compression about local axisRatio:N/ACtrl Eq.:--Reference:

Combined flexure and axial tension about local axisRatio:N/ACtrl Eq.:--Reference:

Combined torsion, flexure, shear and axial compressionRatio:N/ACtrl Eq.:--Reference:

Combined torsion, flexure, shear and axial tensionRatio:N/ACtrl Eq.:--Reference:

Report: Summary - Group by member

Cordon superior

Load conditions to be included in design :DS1=1.35DLDS2=1.2DL+1.5LLDS3=1.2DL+0.9LL

DescriptionSectionMemberCtrl Eq.RatioStatusReferenceCordon superiorPIPE 5x0.375XS2DS2 at 0.00%0.44OKEq. H3-63DS2 at 50.00%0.20OKSec. E14DS2 at 50.00%0.30OKEq. H1-1a5DS2 at 50.00%0.30OKEq. H1-1a6DS2 at 50.00%0.31OKEq. H1-1a7DS2 at 48.44%0.31OKEq. H1-1a8DS2 at 46.88%0.30OKEq. H1-1a9DS2 at 46.88%0.30OKEq. H1-1a10DS2 at 46.88%0.29OKEq. H1-1a11DS2 at 46.88%0.20OKSec. E112DS2 at 50.00%0.46OKEq. H3-613DS2 at 0.00%0.88OKEq. H3-614DS2 at 100.00%0.88OKEq. H3-659DS2 at 0.00%0.63OKEq. H1-1b60DS2 at 50.00%0.62OKEq. H1-261DS2 at 50.00%0.68OKEq. H1-1a62DS2 at 50.00%0.70OKEq. H1-1a63DS2 at 50.00%0.71OKEq. H1-1a64DS2 at 48.44%0.71OKEq. H1-265DS2 at 46.88%0.70OKEq. H1-1a66DS2 at 46.88%0.69OKEq. H1-1a67DS2 at 46.88%0.67OKEq. H1-1a68DS2 at 46.88%0.62OKEq. H1-1a69DS2 at 50.00%0.70OKEq. H1-1b70DS2 at 0.00%1.71N.G.Eq. H1-1b71DS2 at 100.00%1.70N.G.Eq. H1-1b94DS2 at 0.00%0.63OKEq. H1-1b95DS2 at 50.00%0.62OKEq. H1-296DS2 at 50.00%0.68OKEq. H1-1a97DS2 at 50.00%0.70OKEq. H1-1a98DS2 at 50.00%0.71OKEq. H1-1a99DS2 at 48.44%0.71OKEq. H1-2100DS2 at 46.88%0.70OKEq. H1-1a101DS2 at 46.88%0.69OKEq. H1-1a102DS2 at 46.88%0.67OKEq. H1-1a103DS2 at 46.88%0.62OKEq. H1-1a104DS2 at 50.00%0.70OKEq. H1-1b105DS2 at 0.00%1.71N.G.Eq. H1-1b106DS2 at 100.00%1.70N.G.Eq. H1-1b129DS2 at 0.00%0.44OKEq. H3-6130DS2 at 50.00%0.20OKSec. E1131DS2 at 50.00%0.30OKEq. H1-1a132DS2 at 50.00%0.30OKEq. H1-1a133DS2 at 50.00%0.31OKEq. H1-1a134DS2 at 48.44%0.31OKEq. H1-1a135DS2 at 46.88%0.30OKEq. H1-1a136DS2 at 46.88%0.30OKEq. H1-1a137DS2 at 46.88%0.29OKEq. H1-1a138DS2 at 46.88%0.20OKSec. E1139DS2 at 50.00%0.46OKEq. H3-6140DS2 at 0.00%0.88OKEq. H3-6141DS2 at 100.00%0.88OKEq. H3-6

Report: Summary - Group by member

Load conditions to be included in design :DS1=1.35DLDS2=1.2DL+1.5LLDS3=1.2DL+0.9LL

DescriptionSectionMemberCtrl Eq.RatioStatusReferenceSeparadoresPIPE 2-1_2x0.276XS37DS2 at 100.00%0.08OKEq. H1-1b38DS2 at 100.00%0.03OKEq. H1-1b39DS2 at 100.00%0.05OKEq. H1-1b40DS2 at 100.00%0.08OKEq. H1-1b41DS2 at 100.00%0.16OKEq. H1-1b42DS2 at 100.00%0.95OKEq. H1-1b48DS2 at 100.00%0.03OKEq. H1-1b49DS2 at 100.00%0.05OKEq. H1-1b50DS2 at 100.00%0.08OKEq. H1-1b51DS2 at 100.00%0.16OKEq. H1-1b52DS2 at 100.00%0.95OKEq. H1-1b72DS2 at 100.00%0.13OKEq. D2-173DS2 at 100.00%0.01OKEq. H1-1b74DS2 at 100.00%0.03OKEq. H1-1b75DS2 at 100.00%0.07OKEq. H1-1b76DS2 at 0.00%0.21OKEq. H1-1b77DS2 at 100.00%1.91N.G.Eq. H1-1b83DS2 at 100.00%0.01OKEq. H1-1b84DS2 at 100.00%0.03OKEq. H1-1b85DS2 at 100.00%0.07OKEq. H1-1b86DS2 at 0.00%0.21OKEq. H1-1b87DS2 at 100.00%1.91N.G.Eq. H1-1b107DS2 at 100.00%0.13OKEq. D2-1108DS2 at 100.00%0.01OKEq. H1-1b109DS2 at 100.00%0.03OKEq. H1-1b110DS2 at 100.00%0.07OKEq. H1-1b111DS2 at 0.00%0.21OKEq. H1-1b112DS2 at 100.00%1.91N.G.Eq. H1-1b118DS2 at 100.00%0.01OKEq. H1-1b119DS2 at 100.00%0.03OKEq. H1-1b120DS2 at 100.00%0.07OKEq. H1-1b121DS2 at 0.00%0.21OKEq. H1-1b122DS2 at 100.00%1.91N.G.Eq. H1-1b142DS2 at 100.00%0.08OKEq. H1-1b143DS2 at 100.00%0.03OKEq. H1-1b144DS2 at 100.00%0.05OKEq. H1-1b145DS2 at 100.00%0.08OKEq. H1-1b146DS2 at 100.00%0.16OKEq. H1-1b147DS2 at 100.00%0.95OKEq. H1-1b153DS2 at 100.00%0.03OKEq. H1-1b154DS2 at 100.00%0.05OKEq. H1-1b155DS2 at 100.00%0.08OKEq. H1-1b156DS2 at 100.00%0.16OKEq. H1-1b157DS2 at 100.00%0.95OKEq. H1-1b

Report: Summary - Group by member

Load conditions to be included in design :DS1=1.35DLDS2=1.2DL+1.5LLDS3=1.2DL+0.9LL

DescriptionSectionMemberCtrl Eq.RatioStatusReferenceDiagonalesPIPE 2-1_2x0.276XS43DS2 at 56.25%0.35OKEq. H1-1a44DS2 at 0.00%0.13OKEq. H1-1b45DS2 at 18.75%0.06OKEq. H1-1b46DS2 at 25.00%0.05OKEq. H1-1b47DS2 at 100.00%0.17OKSec. E153DS2 at 0.00%0.17OKSec. E154DS2 at 75.00%0.05OKEq. H1-1b55DS2 at 81.25%0.06OKEq. H1-1b56DS2 at 100.00%0.13OKEq. H1-1b57DS2 at 43.75%0.35OKEq. H1-1a78DS2 at 100.00%0.77OKEq. H1-1a79DS2 at 0.00%0.28OKEq. H1-1a80DS2 at 37.50%0.11OKEq. H1-1b81DS2 at 37.50%0.07OKEq. H1-1b82DS2 at 100.00%0.47OKEq. H1-1a88DS2 at 0.00%0.47OKEq. H1-1a89DS2 at 62.50%0.07OKEq. H1-1b90DS2 at 62.50%0.11OKEq. H1-1b91DS2 at 100.00%0.28OKEq. H1-1a92DS2 at 0.00%0.77OKEq. H1-1a113DS2 at 100.00%0.77OKEq. H1-1a114DS2 at 0.00%0.28OKEq. H1-1a115DS2 at 37.50%0.11OKEq. H1-1b116DS2 at 37.50%0.07OKEq. H1-1b117DS2 at 100.00%0.47OKEq. H1-1a123DS2 at 0.00%0.47OKEq. H1-1a124DS2 at 62.50%0.07OKEq. H1-1b125DS2 at 62.50%0.11OKEq. H1-1b126DS2 at 100.00%0.28OKEq. H1-1a127DS2 at 0.00%0.77OKEq. H1-1a148DS2 at 56.25%0.35OKEq. H1-1a149DS2 at 0.00%0.13OKEq. H1-1b150DS2 at 18.75%0.06OKEq. H1-1b151DS2 at 25.00%0.05OKEq. H1-1b152DS2 at 100.00%0.17OKSec. E1158DS2 at 0.00%0.17OKSec. E1159DS2 at 75.00%0.05OKEq. H1-1b160DS2 at 81.25%0.06OKEq. H1-1b161DS2 at 100.00%0.13OKEq. H1-1b162DS2 at 43.75%0.35OKEq. H1-1a

Nota la tuberia de 21/2 SCH 160

Report: Summary - Group by member

Load conditions to be included in design :DS1=1.35DLDS2=1.2DL+1.5LLDS3=1.2DL+0.9LL

DescriptionSectionMemberCtrl Eq.RatioStatusReferenceCorreasUPE 220163DS2 at 0.00%0.43With warningsEq. H1-1b164DS2 at 0.00%0.39With warningsEq. H1-1b165DS2 at 0.00%0.42With warningsEq. H1-1b166DS2 at 0.00%0.43With warningsEq. H1-1b167DS2 at 0.00%0.39With warningsEq. H1-1b168DS2 at 0.00%0.42With warningsEq. H1-1b169DS2 at 100.00%0.67With warningsEq. H1-1b170DS2 at 0.00%0.36With warningsEq. H1-1b172DS2 at 100.00%0.55With warningsEq. H1-1b173DS2 at 0.00%0.35With warningsEq. H1-1b174DS2 at 0.00%0.57With warningsEq. H1-1b175DS2 at 100.00%0.63With warningsEq. H1-1b176DS2 at 0.00%0.36With warningsEq. H1-1b177DS2 at 0.00%0.65With warningsEq. H1-1b178DS2 at 100.00%0.65With warningsEq. H1-1b179DS2 at 0.00%0.37With warningsEq. H1-1b180DS2 at 0.00%0.67With warningsEq. H1-1b181DS2 at 100.00%0.66With warningsEq. H1-1b182DS2 at 0.00%0.36With warningsEq. H1-1b183DS2 at 0.00%0.68With warningsEq. H1-1b184DS2 at 0.00%0.69With warningsEq. H1-1b185DS2 at 100.00%0.66With warningsEq. H1-1b186DS2 at 0.00%0.36With warningsEq. H1-1b187DS2 at 0.00%0.68With warningsEq. H1-1b188DS2 at 100.00%0.55With warningsEq. H1-1b189DS2 at 0.00%0.35With warningsEq. H1-1b190DS2 at 0.00%0.57With warningsEq. H1-1b191DS2 at 100.00%0.63With warningsEq. H1-1b192DS2 at 0.00%0.36With warningsEq. H1-1b193DS2 at 0.00%0.65With warningsEq. H1-1b194DS2 at 100.00%0.65With warningsEq. H1-1b195DS2 at 0.00%0.37With warningsEq. H1-1b196DS2 at 0.00%0.67With warningsEq. H1-1b197DS2 at 100.00%0.66With warningsEq. H1-1b198DS2 at 0.00%0.36With warningsEq. H1-1b199DS2 at 0.00%0.68With warningsEq. H1-1b200DS2 at 100.00%0.66With warningsEq. H1-1b201DS2 at 0.00%0.36With warningsEq. H1-1b202DS2 at 0.00%0.68With warningsEq. H1-1b

Listado de materiales para cerchas y correas

ProfileMaterialUweightLengthWeight[Ton/m][m][Ton]PIPE 2-1_2X0.276XSA500 GRA PIPES1.07E-0292.6750.992PIPE 5X0.375XSA500 GRA PIPES2.90E-02136.5043.960RNDBAR 5_8A361.55E-03102.7420.160UPE 220A570 GR50 COLD FORM2.66E-02434.85011.588Total weight [Ton]16.700

Jorge Enrique Daz DurierMatricula 0000667 BLV

EDIFICIO CARIBE REAL APTO 701 EL LAGUITO CEL 300 814 8579; 301 269 3509 CARTAGENAMail :jodiaz99@gmail.com