Jh Ph02 Structural Calculations

Client

Project

Jasmine Hills Damascus, Syrian Arab Republic

Structural Calculations

Prepared by

Project:-Jasmine Hills

Page 1

Contents:-

1. Introduction 2. Contents 3. Introduction 4. Design Criteria 5. Juri Vil la Type 03 Calculations 6. Juri Villa Type 02 Calculations 7. Gardinia Villa Type 02 Calculations 8. Fell Villa Type 01 Calculations 9. Retaining Walls Design Calculations

IntroductionIntroductionIntroductionIntroduction

ProjectJasmine Hills

PartofStructure

Villas

Proj.No. 838

CalculatedbyI.H

Date

Sheet

CheckedbyDr. M.T

Date

Rev.0

Ref. Calculations Output

1. Introduction:- A Structure comprises of various types of villas with one basement, ground, First

residential floors and roof will be established in Damascus, Syrian Arab Republic.

2. Design Concept:- The proposed structural system for each villa is a reinforced concrete (R.C) building

framed system. The typical floors are mainly ribbed one way slabs with hidden beams and

projected perimeter beams whenever possible as per architectural design concept. This

system provides the maximum clear height which permits MEP ducts to pass underneath

the floor slab without any interruption.

Concrete of characteristic strength equal to 30 N/mm2 used to reduce the size of vertical

and horizontal elements.

Shallow foundations is most likely to be adopted as per soil report recommendation

basement floor will be laid on raft & contained with retaining walls.

A suitable side protection has to be ensured during excavation and foundation placement

works.

Etabs three dimensional models have been prepared for the whole Structure. The main aim

of these models is find out the maximum straining action to design the foundation,

columns, slabs and beams to be determined using prokon structural analysis & design

program.

Design CriteriaDesign CriteriaDesign Criteria Design Criteria


PartofStructure

Villas

Proj.No. 838

CalculatedbyI.H

Date

Sheet

CheckedbyDr. M.T

Date

Rev.0


3. Design Criteria

BuildingDesignLifeandDurabilityLife

Thedesignlifeintermsofbuildingdurabilityisassumed50years.

DesignCodes,StandardsandReferences

GoverningLocalCode: Syriancode,BuildingRegulationsandGuidelinesforStructuralDesignandConstructionPractices

WindLoads: ASCE702:AmericanSocietyofCivilEngineers702

SeismicLoad: UBC1997:UniformbuildingCode1997

ConcreteDesign: ACI3182005:StructuralUseofConcrete

DesignLoads

a.GravityLoads

GravityloadsarederivedfromSyriancodelistedbelowandwillbeusedforthedevelopmentofthestructuralscheme.

Material Density(kN/m3)

Steel 78.50

PlainConcrete 22.00

ReinforcedConcrete 24.00

SoilforFillandBackfill 19.00

Water 10.00

Theselectionofconstructionmaterialsisbasedonthearchitecturaldesignconstraintsandconditions,proposedstructuralsystem,therelativecostofmaterialsandconstructionissues.

Reinforcedconcreteshallbethepredominantconstructionmaterialforthisdevelopment.Inotherwords,themainstructuralsystemisR.Cframestructure.Thesystemsshallbedescribed


PartofStructure

Villas

Proj.No. 838

CalculatedbyI.H

Date

Sheet

CheckedbyDr. M.T

Date

Rev.0


indetailintherelevantsectionsofthisreport.

SuperimposedDeadLoadandLiveLoad

Floor Usage

Superimposed Dead Load (SDL) (kPa)

Live Load (LL) (kPa)

Finishes Services & Ceiling

Partitions

Inaccessible Roof 2.50 - - 1.00

Accessible Roof 2.50 - - 2.00

Balconies 2.00 - - 4.00

Lobby 2.00 - 3.00 3.00

General Plant room

2.50 - 3.00 7.50

Store rooms 2.50 0.50 - 5.00

Bed rooms 2.50 - 3.00 2.00

Note:

Finishes

tiles,raisedfloor,screed,etc.(subjecttothedetailedarchitecturalarrangement)

Services

Servicesaboveandbelowfloorsplusceilingbelow.

Partitions

Designfortheactualpartitionoruniformdistr.loadspecifiedwhichever,isgreater.

(Subjecttodetailedarchitecturalarrangementandwalltype)

Offices

Partitionloadassumptionbasedonopenplanarrangementwithmoveablepartition(i.e.nonbrickwall).


PartofStructure

Villas

Proj.No. 838

CalculatedbyI.H

Date

Sheet

CheckedbyDr. M.T

Date

Rev.0


Brickwallpartition

thebrickwalldensityis17kN/m3.Detailsofpartitionloadtobeconfirmedbyarchitectoncewalllayout,partitiontypeandroomarrangementfrozen.

SnowLoad

Thevillasaredesignedtofunctionafterexposuretoagroundsnowloadofupto2KnpersquaremeteraccordingtoSyriancodetable(58),anddistributionofsnowloadsonstructuresandroofsbasedongroundsnowloads.

EarthandGroundwaterpressure

Earth and groundwater pressure will act on the basement walls towards the basement

structure.Theforceswillbederivedbasedonthefollowingdesignparameters.

EarthPressure

UnitWeightofDrySoil:18kN/m

UnitWeightofSaturatedSoil:22kN/m

CoefficientofLateralPressureatRestK0=0.5forengineeredfillmaterialaspersoilreport.

GroundwaterPressure

UnitWeightofGroundwaterWater:10.0kN/m

DesignGroundwaterLevel:highestgroundwatertabledepthisassumed1.0mfromthe

groundsurface.

Designloadcombinations

TheloadcombinationsaretofollowtheSyriancodeandUBC1997.Onlythemostcritical

combinationsforultimatedesignlimitstatesarepresented.

S01:D.L+L.L+S.N

D01:1.5D.L+1.8L.L

D06:1.2D.L+1.44L.L+1.58S.N


PartofStructure

Villas

Proj.No. 838

CalculatedbyI.H

Date

Sheet

CheckedbyDr. M.T

Date

Rev.0


MaterialProperties

Reinforcement

AllreinforcementshallbeeitherhotrolledhightensilesteeldeformedbarsdenotedbyTormildsteeldenotedbyR.

AccordingtoSyriancode

410Highyieldfy

240Mildsteelfy

Concrete

Concretemixshallbedesignedasofgradesshownonthefollowingtableinaccordancewith

ACI318

Andthemaximumaggregatesizeshallbe20mm.

Foundationconcretewillbeaspersoilreportrecommendations.

Structures Elements

Concrete Grades (N/mm2)

Cube strength

Cylinder strength

All structure elements

Columns, beams&

slabs 30 24

Foundations 30 24

Water Retaining Structures

Basement Walls

30 (Watertigh

t)

24(Watertight)

JuriJuri Villa TypeVilla Type 0303JuriJuri Villa Type Villa Type 0303

Structural AnalysisStructural AnalysisStructural AnalysisStructural Analysis

ETABS v9.2.0 - File: JURI TYPE 3 - May 18,2011 16:03Plan View - STORY1 - Elevation 3 - KN-m UnitseEEE

.ETABS

ETABS v9.2.0 - File: JURI TYPE 3 - May 18,2011 16:03Plan View - STORY2 - Elevation 6 - KN-m Units

ETABS v9.2.0 - File: JURI TYPE 3 - May 18,2011 16:02Plan View - STORY3 - Elevation 9 - KN-m UnitsLtd.ETABS

ETABS v9.2.0 - File: JURI TYPE 3 - May 18,2011 15:593-D View - KN-m UnitsK. Ltd.ETABS

Program ETABS Version 9.2.0.0 File:JURI TYPE 3.LOG

B E G I N A N A L Y S I S 2011/05/18 15:58:11

MAXIMUM MEMORY BLOCK SIZE (BYTES) = 64.000 MB

E L E M E N T F O R M A T I O N 15:58:11

NUMBER OF JOINT ELEMENTS FORMED = 454 NUMBER OF SPRING ELEMENTS FORMED = 0 NUMBER OF FRAME ELEMENTS FORMED = 870 NUMBER OF SHELL ELEMENTS FORMED = 293 NUMBER OF CONSTRAINTS FORMED = 8

REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 48 COUPLED CONSTRAINT/RESTRAINT MASTER DOF = 5 CONSTRAINT MASTER DOF AFTER REDUCTION = 43

E Q U A T I O N S O L U T I O N 15:58:14

TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 2581 APPROXIMATE "EFFECTIVE" BAND WIDTH = 168

NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8-BYTE TERMS) = 421063 SIZE OF STIFFNESS FILE(S) (BYTES) = 3.222 MB

NUMBER OF EQUATIONS TO SOLVE = 2581 NUMBER OF STATIC LOAD CASES = 5 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0

J O I N T O U T P U T 15:58:16

G L O B A L F O R C E B A L A N C E R E L A T I V E E R R O R S

PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES

LOAD FX FY FZ MX MY MZDL 2.17E-13 5.37E-10 6.58E-10 7.48E-10 3.47E-10 2.11E-10SDL 5.93E-13 1.73E-10 7.75E-10 5.73E-10 4.01E-10 4.86E-11LL 2.40E-13 2.72E-11 7.10E-10 4.32E-10 3.75E-10 7.50E-12SN 1.15E-12 2.75E-09 1.24E-09 1.11E-09 6.73E-10 8.18E-10TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000

E L E M E N T J O I N T - F O R C E O U T P U T 15:58:16

NUMBER OF JOINT ELEMENTS SAVED = 454 NUMBER OF FRAME ELEMENTS SAVED = 870 NUMBER OF SHELL ELEMENTS SAVED = 293

E L E M E N T O U T P U T 15:58:17

A N A L Y S I S C O M P L E T E 2011/05/18 15:58:17

Design ofDesign of RibsRibsDesign of Design of RibsRibs

Rev No. 0Date No. 5/31/2011

Fcu = 300 kg/cm2

Fy = 4100 kg/cm2 Max span = 1.4 m J = 2.4 t/m4 TYPE = 1F.C = 550 kg/m2 "including partitions" ts = 7 cmL.L = 200 kg/m2

w block = 15 kgNo.Block = 10 /rib

h block = 24 cmt = 30 cmts = 6 cm

b rib = 15 cmh rib = 24 cme = 50 cm

JASMINE HILLS

838I.HM.T

DESIGN CALCULATION SHEETPage No. / Project No. :

DESIGN OF ONE WAY HOLLOW BLOCK SLAB - Design of Rib (R01)

Designed by: Checked by:

PROJECT

s = 65 cmw rib = 1.097 t/rib w slab = 1.688 t/m2Mu = 0.269 t.m/ribC 1 = 21.286 j = 0.826

A s = 0.318 cm 2/rib 1 @ 10

Types1=simple

2=one end

3=both end

Provide 2T10 / Rib

Rev No. 0Date No. 5/31/2011

Fcu = 300 kg/cm2

Fy = 4100 kg/cm2 Max span = 3.8 m J = 2.4 t/m4 TYPE = 1F.C = 550 kg/m2 "including partitions" ts = 19 cmL.L = 200 kg/m2

w block = 15 kgNo.Block = 10 /rib

h block = 24 cmt = 30 cmts = 6 cm

b rib = 15 cmh rib = 24 cme = 50 cm

PROJECT JASMINE HILLS

DESIGN OF ONE WAY HOLLOW BLOCK SLAB - Design of Rib (R02)

DESIGN CALCULATION SHEETProject No. : 838 Page No. / Designed by: I.HChecked by: M.T

s = 65 cmw rib = 1.097 t/rib w slab = 1.688 t/m2Mu = 1.981 t.m/ribC 1 = 7.844 j = 0.826

A s = 2.34 cm 2/rib 2 @ 14

Types1=simple

2=one end

3=both end

Provide 2T14 / Rib

SheetProj. No.

Proj. Title

Client

Calcs by Checked by Date

EHAF Consulting EngineersInternet: http://www.ehaf.comE-Mail : [email protected]

838

Jasmine Hills - Juri Type 3

PLSO

I.H R.M 5/18/2011

Continuous Beam: R04(150X300) (Code of Practice : ACI 318 - 2005) C015/21/2011 12:19:49 PM

Input Tables

Fcu (MPa)

Fy (MPa)

Fyv (MPa)

% Redistribution

Downward/Optimized redistr.

Cover to centre top steel(mm)

Cover to centre bot.steel(mm)

Dead Load Factor

Live Load Factor

Density of concrete (kN/m3)

% Live load permanent

? (Creep coefficient)

Ecs (Free shrinkage strain)

304002400D30301.51.825252300E-6

SecNo.

Bw (mm)

D (mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Web offset

Flangeoffset

1 150 300

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 3.8 1 12 1.8 1 1

SupNo.

CodeC,F

Column Below CodeF,P

Column above CodeF,P

D(mm) B(mm) H(m) D(mm) B(mm) H(m)

1 2 3 C

Case D,L

Span

Wleft(kN/m)

Wright(kN/m)

a (m)

b (m)

P (kN)

a (m)

M (kNm)

a (m)

D 1 5.25 L 1 1.3 D 2 5.25 L 2 1.3

Span

M left(kNm)

M right(kNm)

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

SECTION 1

150

300

Sections

1 2 3

3.800

SPAN 1

Dead+Own W

Live

6.38

1.30

1.800

SPAN 2

Beam Elevation

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Elastic Deflections (Alternate spans loaded) Def max = 1.392mm @ 5.60m

1.401.201.00.800

.600

.400

.200

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Deflection, Shear, Moment and Steel diagrams. Spans 1,2

Long-term Deflections (All spans loaded - using entered reinforcement) Def max = 4.196mm @ 1.75m

4.00

3.00

2.00

1.00

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

SHEAR: X-X V max = -27.69kN @ 3.80m

-20.0

-10.0

10.0

20.0

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

MOMENTS: X-X M max = -19.28kNm @ 3.80m

10.0

5.00

-5.00

-10.0

-15.0

-20.0

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Shear Steel: X-X Asv max = .2155mm/mm @ 0.00m

.050

.100

.150

.200

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Bending Steel: X-X As max = -206.6mm2 @ 3.80m

100

50.0

-50.0

-100

-150

-200

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

===================================================================== C O N T I N U O U S B E A M Ver W2.5.09 - 12 Apr 2011

Title : R04(150X300) Data File : \\Data\838 - jasmine hills\02-Current Phase\02-Structure\02-Residential Phase\02-J Date/Time : 5/21/2011 Code of Practice : ACI 318 - 2005 =====================================================================

BENDING MOMENTS & REINFORCEMENT

SPAN 1

Position(m) Min.Moment(kNm) Max.Moment(kNm) As-top(mm2) As-bot(mm2)

0.000 0.00 0.00 0.00 0.00 0.250 2.97 4.26 0.00 44.23 0.500 5.35 7.78 0.00 81.34 0.750 7.13 10.56 0.00 110.99 1.000 8.31 12.59 0.00 132.92 1.250 8.90 13.87 0.00 146.91 1.500 8.88 14.42 0.00 152.85 1.750 8.27 14.22 0.00 150.65 1.900 7.62 13.74 0.00 145.44 2.150 6.05 12.35 0.00 130.32 2.400 3.89 10.21 0.00 107.29 2.650 1.12 7.33 0.00 76.58 2.900 -2.24 3.71 23.11 38.46 3.150 -6.19 -0.66 64.53 0.00 3.400 -10.75 -5.77 113.07 0.00 3.650 -15.90 -11.62 169.15 0.00 3.800 -19.28 -15.49 206.64 0.00

SPAN 2


0.000 -19.28 -15.49 206.64 0.00 0.250 -14.30 -11.49 151.55 0.00 0.500 -10.06 -8.08 105.63 0.00 0.750 -6.56 -5.27 68.41 0.00 0.900 -4.82 -3.87 50.08 0.00 1.150 -2.51 -2.02 26.00 0.00 1.400 -0.95 -0.77 9.81 0.00 1.650 -0.13 -0.11 1.38 0.00 1.800 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SHEAR FORCES & REINFORCEMENT

SPAN 1

Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nom) Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)

0.000 13.09 18.54 26.25 0.00 0.22 0.250 10.70 15.56 26.82 0.00 0.22 0.500 8.31 12.59 27.30 0.00 0.22 0.750 5.92 9.61 27.68 0.00 0.22 1.000 3.53 6.64 27.97 0.00 0.22

SheetProj. No.

Proj. Title

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838


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I.H R.M 5/18/2011

1.250 1.14 3.66 27.87 0.00 0.22 1.500 -1.25 0.68 26.80 0.00 0.22 1.750 -3.64 -2.29 27.86 0.00 0.22 1.900 -5.07 -4.08 28.13 0.00 0.22 2.150 -8.05 -7.05 27.93 0.00 0.22 2.400 -11.03 -9.86 27.63 0.00 0.22 2.650 -14.00 -12.25 27.24 0.00 0.22 2.900 -16.98 -14.64 26.74 0.00 0.22 3.150 -19.95 -17.03 27.08 0.00 0.22 3.400 -22.93 -19.42 27.71 0.00 0.22 3.650 -25.90 -21.81 16.53 0.00 0.22 3.800 -27.69 -23.24 15.81 0.00 0.22

SPAN 2


0.000 17.21 21.42 28.92 0.00 0.22 0.250 14.82 18.45 28.21 0.00 0.22 0.500 12.43 15.47 27.61 0.00 0.22 0.750 10.04 12.50 27.13 0.00 0.22 0.900 8.61 10.71 26.90 0.00 0.22 1.150 6.22 7.74 26.58 0.00 0.22 1.400 3.82 4.76 26.37 0.00 0.22 1.650 1.43 1.79 26.27 0.00 0.22 1.800 0.00 0.00 26.25 0.00 0.22

---------------------------------------------------------------------

COLUMN REACTIONS

Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)

1 9.39 1.92 11.31 18.54 2 26.31 5.36 31.67 49.11 3 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

COLUMN MOMENTS (Ultimate limit state)

Columns below

Support Bending Moment(kNm) Shear Force (kN) No. Min. Max. Min. Max.

1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00

Columns above


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SheetProj. No.

Proj. Title

Client



838


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I.H R.M 5/18/2011

ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 57*sqrt(fc/145) = 25.9 Gpa

SPAN 1

Position(m) Min.Deflection(mm) Max.Deflection(mm)

0.000 -0.00 -0.00 0.250 0.18 0.30 0.500 0.35 0.59 0.750 0.49 0.83 1.000 0.60 1.04 1.250 0.68 1.20 1.500 0.72 1.30 1.750 0.72 1.33 1.900 0.70 1.32 1.900 0.70 1.32 2.150 0.62 1.23 2.400 0.50 1.09 2.650 0.37 0.90 2.900 0.24 0.69 3.150 0.12 0.47 3.400 0.03 0.27 3.650 -0.01 0.09 3.800 -0.00 0.00

SPAN 2


0.000 -0.00 0.00 0.250 -0.09 0.07 0.500 -0.13 0.21 0.750 -0.13 0.40 0.900 -0.12 0.53 0.900 -0.12 0.53 1.150 -0.09 0.76 1.400 -0.04 1.00 1.650 0.01 1.24 1.800 0.04 1.39

---------------------------------------------------------------------

LONGTERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection. DL : Long-term deflection under permanent load. DI : Instantaneous deflection under short-term load. DT : Total long-term deflection.

SPAN 1

Position(m) DS(mm) DL(mm) DI(mm) DT(mm)

0.000 -0.00 0.00 0.00 -0.00 0.250 0.10 0.78 0.12 1.00 0.500 0.19 1.53 0.23 1.95 0.750 0.28 2.18 0.33 2.79 1.000 0.34 2.71 0.41 3.47 1.250 0.39 3.09 0.46 3.94 1.500 0.41 3.28 0.49 4.18

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

1.750 0.41 3.30 0.49 4.20 1.900 0.39 3.22 0.48 4.09 1.900 0.39 3.22 0.48 4.09 2.150 0.35 2.96 0.44 3.76 2.400 0.29 2.58 0.38 3.25 2.650 0.22 2.10 0.31 2.63 2.900 0.15 1.57 0.23 1.95 3.150 0.08 1.03 0.16 1.27 3.400 0.03 0.54 0.08 0.65 3.650 0.00 0.15 0.02 0.17 3.800 -0.00 -0.00 -0.00 -0.00

SPAN 2


0.000 -0.00 0.00 0.00 -0.00 0.250 0.03 -0.08 -0.02 -0.06 0.500 0.10 0.03 -0.01 0.11 0.750 0.19 0.25 0.01 0.46 0.900 0.26 0.42 0.03 0.71 0.900 0.26 0.42 0.03 0.71 1.150 0.38 0.74 0.07 1.18 1.400 0.51 1.08 0.10 1.69 1.650 0.64 1.42 0.14 2.20 1.800 0.72 1.63 0.16 2.52

--------------------------------------------------------------------- QUANTITIES

Section Area(m) 1 0.045

Total weight of beam = 6.30 kN =====================================================================

SheetProj. No.

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838


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I.H R.M 5/18/2011

COLUMN REACTIONS


1 9.39 1.92 11.31 18.54 2 26.31 5.36 31.67 49.11 3 0.00 0.00 0.00 0.00

---------------------------------------------------------------------


Columns below


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00

Columns above


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Longterm deflection: Permanent load

Effective Elasticity Modulus(GPa): 8.64

Uncracked Cracked fc-top fc-botPos(m) M(kNm) I(E9mm4) NA(mm) Cracked I(E9mm4) NA(mm) M/EI (MPa) (MPa)

0.000 0.000 0.387 150.000 FALSE 0.387 150.000 0.000 0.000 -0.000 0.250 2.259 0.448 148.109 TRUE 0.398 138.386 0.657 0.616 -0.550 0.500 4.099 0.507 146.181 TRUE 0.343 114.775 1.381 1.012 -0.550 0.750 5.521 0.507 146.181 TRUE 0.307 106.558 2.082 1.377 -0.550 1.000 6.524 0.507 146.181 TRUE 0.293 103.173 2.581 1.632 -0.550 1.250 7.108 0.507 146.181 TRUE 0.286 101.697 2.871 1.779 -0.550 1.500 7.273 0.507 146.181 TRUE 0.285 101.326 2.954 1.821 -0.550 1.750 7.020 0.507 146.181 TRUE 0.287 101.902 2.828 1.757 -0.550 1.900 6.666 0.507 146.181 TRUE 0.291 102.783 2.652 1.668 -0.550 1.900 6.666 0.507 146.181 TRUE 0.291 102.783 2.652 1.668 -0.550 2.150 5.743 0.507 146.181 TRUE 0.303 105.691 2.192 1.434 -0.550 2.400 4.401 0.507 146.181 TRUE 0.333 112.508 1.529 1.090 -0.550 2.650 2.640 0.507 146.181 TRUE 0.445 135.157 0.686 0.623 -0.550 2.900 0.460 0.507 146.181 FALSE 0.507 146.181 0.105 0.105 -0.112 3.150 -2.138 0.507 146.181 FALSE 0.507 146.181 -0.488 -0.490 0.522 3.400 -5.155 0.507 146.181 TRUE 0.362 175.435 -1.647 -0.550 1.346 3.650 -8.591 0.507 146.181 TRUE 0.325 184.194 -3.058 -0.550 2.268 3.800 -10.854 0.507 146.181 TRUE 0.315 186.781 -3.990 -0.550 2.870 3.800 -10.854 0.507 146.181 TRUE 0.315 186.781 -3.990 -0.550 2.870 4.050 -8.048 0.507 146.181 TRUE 0.329 183.336 -2.834 -0.550 2.123 4.300 -5.662 0.507 146.181 TRUE 0.353 177.457 -1.854 -0.550 1.483 4.550 -3.693 0.507 146.181 TRUE 0.405 166.005 -1.055 -0.550 0.948 4.700 -2.714 0.507 146.181 TRUE 0.470 152.967 -0.667 -0.550 0.675 4.700 -2.714 0.507 146.181 TRUE 0.470 152.967 -0.667 -0.550 0.675 4.950 -1.415 0.507 146.181 FALSE 0.507 146.181 -0.323 -0.324 0.346 5.200 -0.536 0.491 147.712 FALSE 0.491 147.712 -0.126 -0.128 0.133 5.450 -0.075 0.419 148.400 FALSE 0.419 148.400 -0.021 -0.021 0.022 5.600 0.000 0.387 150.000 FALSE 0.387 150.000 0.000 0.000 -0.000

Instantaneous deflection: Permanent load



0.000 0.000 0.353 150.000 FALSE 0.353 150.000 0.000 0.000 -0.000 0.250 2.259 0.371 149.362 FALSE 0.371 149.362 0.235 0.727 -0.735 0.500 4.099 0.389 148.646 TRUE 0.269 121.663 0.588 1.396 -1.000 0.750 5.521 0.389 148.646 TRUE 0.190 100.139 1.118 2.033 -1.000 1.000 6.524 0.389 148.646 TRUE 0.165 92.186 1.523 2.455 -1.000 1.250 7.108 0.389 148.646 TRUE 0.155 88.907 1.764 2.694 -1.000 1.500 7.273 0.389 148.646 TRUE 0.153 88.105 1.832 2.761 -1.000 1.750 7.020 0.389 148.646 TRUE 0.157 89.355 1.727 2.658 -1.000 1.900 6.666 0.389 148.646 TRUE 0.163 91.312 1.581 2.514 -1.000 1.900 6.666 0.389 148.646 TRUE 0.163 91.312 1.581 2.514 -1.000 2.150 5.743 0.389 148.646 TRUE 0.184 98.043 1.206 2.128 -1.000 2.400 4.401 0.389 148.646 TRUE 0.245 115.488 0.693 1.536 -1.000 2.650 2.640 0.389 148.646 FALSE 0.389 148.646 0.262 0.805 -0.823 2.900 0.460 0.389 148.646 FALSE 0.389 148.646 0.046 0.140 -0.144 3.150 -2.138 0.389 148.646 FALSE 0.389 148.646 -0.212 -0.652 0.667 3.400 -5.155 0.389 148.646 TRUE 0.234 185.563 -0.848 -1.000 1.857 3.650 -8.591 0.389 148.646 TRUE 0.169 205.570 -1.957 -1.000 3.270

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

3.800 -10.854 0.389 148.646 TRUE 0.155 210.758 -2.709 -1.000 4.161 3.800 -10.854 0.389 148.646 TRUE 0.155 210.758 -2.709 -1.000 4.161 4.050 -8.048 0.389 148.646 TRUE 0.175 203.787 -1.778 -1.000 3.053 4.300 -5.662 0.389 148.646 TRUE 0.217 190.513 -1.006 -1.000 2.073 4.550 -3.693 0.389 148.646 TRUE 0.334 160.699 -0.427 -1.000 1.210 4.700 -2.714 0.389 148.646 FALSE 0.389 148.646 -0.269 -0.828 0.846 4.700 -2.714 0.389 148.646 FALSE 0.389 148.646 -0.269 -0.828 0.846 4.950 -1.415 0.389 148.646 FALSE 0.389 148.646 -0.140 -0.432 0.441 5.200 -0.536 0.384 149.199 FALSE 0.384 149.199 -0.054 -0.166 0.169 5.450 -0.075 0.362 149.474 FALSE 0.362 149.474 -0.008 -0.025 0.025 5.600 0.000 0.353 150.000 FALSE 0.353 150.000 0.000 0.000 -0.000

Instantaneous deflection: Total load



0.000 0.000 0.353 150.000 FALSE 0.353 150.000 0.000 0.000 -0.000 0.250 2.588 0.371 149.362 FALSE 0.371 149.362 0.269 0.833 -0.841 0.500 4.696 0.389 148.646 TRUE 0.226 110.453 0.800 1.670 -1.000 0.750 6.324 0.389 148.646 TRUE 0.169 93.495 1.441 2.373 -1.000 1.000 7.473 0.389 148.646 TRUE 0.150 87.196 1.916 2.841 -1.000 1.250 8.142 0.389 148.646 TRUE 0.143 84.575 2.196 3.107 -1.000 1.500 8.331 0.389 148.646 TRUE 0.141 83.931 2.275 3.182 -1.000 1.750 8.041 0.389 148.646 TRUE 0.144 84.935 2.153 3.067 -1.000 1.900 7.637 0.389 148.646 TRUE 0.148 86.500 1.984 2.906 -1.000 1.900 7.637 0.389 148.646 TRUE 0.148 86.500 1.984 2.906 -1.000 2.150 6.579 0.389 148.646 TRUE 0.164 91.843 1.545 2.478 -1.000 2.400 5.041 0.389 148.646 TRUE 0.209 105.564 0.931 1.824 -1.000 2.650 3.024 0.389 148.646 FALSE 0.389 148.646 0.300 0.922 -0.943 2.900 0.527 0.389 148.646 FALSE 0.389 148.646 0.052 0.161 -0.164 3.150 -2.449 0.389 148.646 FALSE 0.389 148.646 -0.243 -0.747 0.764 3.400 -5.906 0.389 148.646 TRUE 0.210 192.515 -1.083 -1.000 2.176 3.650 -9.842 0.389 148.646 TRUE 0.160 208.783 -2.372 -1.000 3.764 3.800 -12.434 0.389 148.646 TRUE 0.148 213.098 -3.237 -1.000 4.775 3.800 -12.434 0.389 148.646 TRUE 0.148 213.098 -3.237 -1.000 4.775 4.050 -9.220 0.389 148.646 TRUE 0.164 207.315 -2.165 -1.000 3.519 4.300 -6.485 0.389 148.646 TRUE 0.197 196.504 -1.268 -1.000 2.417 4.550 -4.231 0.389 148.646 TRUE 0.285 172.353 -0.573 -1.000 1.451 4.700 -3.108 0.389 148.646 FALSE 0.389 148.646 -0.308 -0.948 0.970 4.700 -3.108 0.389 148.646 FALSE 0.389 148.646 -0.308 -0.948 0.970 4.950 -1.621 0.389 148.646 FALSE 0.389 148.646 -0.161 -0.494 0.506 5.200 -0.614 0.384 149.199 FALSE 0.384 149.199 -0.062 -0.191 0.193 5.450 -0.086 0.362 149.474 FALSE 0.362 149.474 -0.009 -0.028 0.029 5.600 0.000 0.353 150.000 FALSE 0.353 150.000 0.000 0.000 -0.000

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Reinforcing Tables

Beam type (1-5)Maximum bar length (m)TOP: Minimum bar diameter (mm) Maximum bar diameter (mm)BOTTOM: Minimum bar diameter (mm) Maximum bar diameter (mm)STIRRUP: Minimum diameter (mm) Maximum diameter (mm)Stirrup shape codeFirst bar mark - topFirst bar mark - mid.[optional]First bar mark - bot.[optional]Cover to stirrups - top (mm)Cover to stirrups - bot (mm)Cover to stirrups - sides (mm)Minimum stirrups as % of nominalLoose method of detailing (Y/N)Exploded elevation (Y/N)Bending schedule scale 1:Number bars from left to right (Y/N)Middle bar diameter (mm)Target

1121620162081272A 203025100NYAutoYAutoPadds

Bars Mark SC Span Offset Length Hook Layer2Y14 A 35 1 0.025 5.550 R T2Y12 B 35 1 0.025 5.550 R B

StirrupNumber

SectionNumber

Bar Type +Diameter Mark

ShapeCode

TopOffset

TopFlange

BottomFlange

1 1 R8 SA1 72 R8 SA2 35

StirrupNumber Spacing Span Offset

Length(m)

1 200 1 0.20 3.201 200 2 0.20 1.20

Section positionsLabel Span Offset(m)A 1 2.1B 2 0.3C 2 1.1

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

File nameFirst spanLast spanDraw grid lines?(Y/N)Draw columns?(Y/N)Number/Letter of first gridNumber (U)p or (D)ownDrawing size?(A4 or A5)Height (normal text) mmHeight (title text) mmHeight (sec. bar mark) mm

R01.PAD12YYAUA52.02.51.8

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

SPAN 1 - 3.800 SPAN 2 - 1.800

2Y14-A

2Y12-B

Main and Shear Reinforcing diagrams. Spans 1,2

MAIN REINFORCEMENT As max = -307.9mm2 @ .500m

200

100

-100

-200

-300

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

SPAN 1 - 3.800 SPAN 2 - 1.800

17-SA-200 7-SA-200

SHEAR REINFORCEMENT Asv max = .5027mm/mm @ .250m

.100

.200

.300

.400

.500

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Design ofDesign of Solid SlabsSolid SlabsDesign of Design of Solid SlabsSolid Slabs

Design ofDesign of Ground Floor BeamsGround Floor BeamsDesign of Design of Ground Floor BeamsGround Floor Beams

ETABS v9.2.0 - File: JURI TYPE 3 - May 18,2011 18:09Plan View - STORY1 - Elevation 3 Moment 3-3 Diagram (D01) - Ton-m Units

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Continuous Beam: Grid(300X600) (Code of Practice : ACI 318 - 2005) C015/18/2011 6:01:37 PM

Input Tables

Fcu (MPa)

Fy (MPa)

Fyv (MPa)

% Redistribution




Dead Load Factor

Live Load Factor





304002400D30301.51.824252300E-6

SecNo.

Bw (mm)

D (mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Web offset

Flangeoffset

1 300 600

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 4.2 1 12 5.3 1 13 4.2 1 1

SupNo.

CodeC,F




1 2

Case D,L

Span

Wleft(kN/m)

Wright(kN/m)

a (m)

b (m)

P (kN)

a (m)

M (kNm)

a (m)

D 1 22.9 L 1 4.55 D 2 35.8 L 2 7.75 D 3 35.8 L 3 7.75

Span

M left(kNm)

M right(kNm)

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

SECTION 1

300

600

Sections

1 2 3 4

4.200

SPAN 1

Dead+Own W

Live

27.22

4.55

5.300

SPAN 2

40.12

7.75

4.200

SPAN 3

Beam Elevation

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Elastic Deflections (Alternate spans loaded) Def max = 1.030mm @ 6.85m

1.00

.800

.600

.400

.200

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

Deflection, Shear, Moment and Steel diagrams. Spans 1-3

Long-term Deflections (All spans loaded - using entered reinforcement) Def max = 4.249mm @ 6.70m

4.00

3.00

2.00

1.00

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

SHEAR: X-X V max = -208.4kN @ 9.50m

-200

-100

100

200

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

MOMENTS: X-X M max = -183.9kNm @ 9.50m

100

50.0

-50.0

-100

-150

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

Shear Steel: X-X Asv max = .4553mm/mm @ 4.70m

.100

.200

.300

.400

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

Bending Steel: X-X As max = -936.3mm2 @ 9.50m

400

200

-200

-400

-600

-800

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

===================================================================== C O N T I N U O U S B E A M Ver W2.5.09 - 12 Apr 2011

Title : Grid(300X600) Data File : \\Data\838 - Jasmine Hills\02-Current Phase\02-Structure\02-Residential Phase\02-J Date/Time : 5/18/2011 Code of Practice : ACI 318 - 2005 =====================================================================

BENDING MOMENTS & REINFORCEMENT

SPAN 1


0.000 0.00 0.00 0.00 0.00 0.250 6.27 16.93 0.00 82.84 0.500 10.84 30.80 0.00 151.16 0.750 13.71 41.61 0.00 204.70 1.000 14.87 49.35 0.00 243.22 1.250 14.34 54.03 0.00 266.57 1.500 12.10 55.65 0.00 274.64 1.750 8.16 54.20 0.00 267.40 2.000 2.52 49.68 0.00 244.88 2.100 -0.21 47.02 1.02 231.61 2.350 -8.23 38.22 40.18 187.88 2.600 -17.95 26.35 87.83 129.20 2.850 -30.15 11.42 147.93 55.82 3.100 -46.26 -6.57 227.81 0.00 3.350 -65.43 -27.62 323.66 0.00 3.600 -87.66 -51.75 435.93 0.00 3.850 -112.96 -78.93 565.16 0.00 4.100 -141.33 -109.18 711.98 0.00 4.200 -153.53 -120.46 775.80 0.00

SPAN 2


0.000 -153.53 -120.46 775.80 0.00 0.250 -106.61 -76.65 532.53 0.00 0.500 -64.32 -37.48 318.08 0.00 0.750 -26.66 -2.95 130.71 0.00 1.000 0.85 26.96 0.00 132.17 1.250 22.19 52.23 0.00 257.56 1.500 39.77 72.86 0.00 361.07 1.750 53.59 88.87 0.00 442.05 2.000 63.65 100.24 0.00 499.96 2.250 69.95 106.98 0.00 534.43 2.500 72.48 111.60 0.00 558.15 2.650 72.20 112.78 0.00 564.19 2.900 68.72 111.03 0.00 555.20 3.150 61.47 104.64 0.00 522.48 3.400 50.47 93.63 0.00 466.25 3.650 35.70 77.98 0.00 386.89 3.900 17.18 57.70 0.00 284.91 4.150 -5.11 32.78 24.94 160.96 4.400 -31.16 3.24 152.93 15.78 4.650 -64.07 -30.94 316.84 0.00 4.900 -106.44 -69.76 531.70 0.00 5.150 -153.45 -113.21 775.38 0.00

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

5.300 -183.88 -141.50 936.30 0.00

SPAN 3


0.000 -183.88 -141.50 936.30 0.00 0.250 -142.74 -110.19 719.33 0.00 0.500 -106.23 -68.93 530.59 0.00 0.750 -74.35 -32.31 368.57 0.00 1.000 -47.11 -0.31 232.05 0.00 1.250 -25.41 27.05 124.56 132.62 1.500 -9.72 49.77 47.47 245.32 1.750 3.47 67.87 0.00 335.92 2.000 14.15 81.33 0.00 403.82 2.100 17.72 85.42 0.00 424.52 2.350 24.88 92.39 0.00 459.94 2.600 29.55 94.73 0.00 471.86 2.850 31.70 92.44 0.00 460.19 3.100 31.35 85.51 0.00 425.01 3.350 28.48 73.95 0.00 366.56 3.600 23.12 57.76 0.00 285.23 3.850 15.24 36.94 0.00 181.52 4.100 4.86 11.48 0.00 56.09 4.200 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SHEAR FORCES & REINFORCEMENT

SPAN 1


0.000 28.48 73.86 110.82 0.00 0.43 0.250 21.68 61.61 111.89 0.00 0.43 0.500 14.87 49.35 112.78 0.00 0.43 0.750 8.07 37.10 113.47 0.00 0.43 1.000 1.26 24.84 113.97 0.00 0.43 1.250 -5.54 12.59 114.27 0.00 0.43 1.500 -12.35 0.33 114.37 0.00 0.43 1.750 -19.40 -11.92 114.28 0.00 0.43 2.000 -31.65 -24.18 113.99 0.00 0.43 2.100 -36.55 -28.68 113.82 0.00 0.43 2.350 -48.81 -35.49 113.25 0.00 0.43 2.600 -61.06 -42.29 112.49 0.00 0.43 2.850 -73.32 -49.10 112.74 0.00 0.43 3.100 -85.57 -55.90 113.77 0.00 0.43 3.350 -97.83 -62.71 115.01 0.00 0.43 3.600 -110.08 -69.51 116.46 0.00 0.43 3.850 -122.34 -76.32 77.06 0.00 0.43 4.100 -134.59 -83.12 73.80 0.00 0.43 4.200 -139.50 -85.84 72.47 0.00 0.43

SPAN 2


0.000 153.07 198.71 120.85 0.40 0.43 0.250 138.03 180.18 117.71 0.43 0.43

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

0.500 122.98 161.65 114.94 0.46 0.43 0.750 107.94 143.12 112.51 0.30 0.43 1.000 92.89 124.58 112.53 0.12 0.43 1.250 77.85 106.05 114.15 0.00 0.43 1.500 62.80 87.52 115.49 0.00 0.43 1.750 47.76 68.99 116.54 0.00 0.43 2.000 32.71 50.45 117.29 0.00 0.43 2.250 17.67 31.92 117.73 0.00 0.43 2.500 -0.85 13.39 116.74 0.00 0.43 2.650 -11.97 2.27 116.12 0.00 0.43 2.900 -30.50 -16.26 118.00 0.00 0.43 3.150 -49.03 -34.79 117.58 0.00 0.43 3.400 -67.56 -51.54 116.85 0.00 0.43 3.650 -86.10 -66.59 115.82 0.00 0.43 3.900 -104.63 -81.63 114.51 0.00 0.43 4.150 -123.16 -96.68 112.90 0.10 0.43 4.400 -141.69 -111.72 112.80 0.28 0.43 4.650 -160.23 -126.77 114.92 0.44 0.43 4.900 -178.76 -141.81 48.19 0.00 0.43 5.150 -197.29 -156.86 40.74 0.00 0.43 5.300 -208.41 -165.88 36.13 0.00 0.43

SPAN 3


0.000 117.94 199.45 122.93 0.38 0.43 0.250 107.91 180.92 120.12 0.41 0.43 0.500 97.88 162.39 117.68 0.44 0.43 0.750 87.85 143.86 115.59 0.28 0.43 1.000 77.82 125.32 113.82 0.11 0.43 1.250 67.79 106.79 112.54 0.00 0.43 1.500 57.76 88.26 113.99 0.00 0.43 1.750 47.73 69.73 115.17 0.00 0.43 2.000 37.70 51.19 116.04 0.00 0.43 2.100 33.69 43.78 116.31 0.00 0.43 2.350 18.63 25.25 116.77 0.00 0.43 2.600 0.10 13.63 116.83 0.00 0.43 2.850 -18.43 3.60 116.77 0.00 0.43 3.100 -36.97 -6.43 116.32 0.00 0.43 3.350 -55.50 -16.46 115.56 0.00 0.43 3.600 -74.03 -26.49 114.51 0.00 0.43 3.850 -92.56 -36.52 94.95 0.00 0.43 4.100 -111.10 -46.55 90.71 0.00 0.43 4.200 -118.51 -50.56 110.82 0.00 0.43

---------------------------------------------------------------------

COLUMN REACTIONS


1 38.50 6.13 44.62 73.86 2 178.85 32.70 211.56 338.21 3 216.68 42.09 258.76 407.86 4 61.43 11.82 73.25 118.51

---------------------------------------------------------------------


SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Columns below


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00

Columns above


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 57*sqrt(fc/145) = 25.9 Gpa

SPAN 1


0.000 -0.00 -0.00 0.250 0.03 0.07 0.500 0.06 0.14 0.750 0.09 0.19 1.000 0.10 0.24 1.250 0.11 0.27 1.500 0.11 0.29 1.750 0.11 0.30 2.000 0.09 0.29 2.100 0.08 0.28 2.100 0.08 0.28 2.350 0.04 0.25 2.600 0.01 0.20 2.850 -0.03 0.15 3.100 -0.07 0.10 3.350 -0.09 0.05 3.600 -0.09 0.01 3.850 -0.07 -0.01 4.100 -0.03 -0.01 4.200 -0.00 -0.00

SPAN 2


0.000 -0.00 -0.00 0.250 0.04 0.09 0.500 0.10 0.20 0.750 0.17 0.32 1.000 0.26 0.45 1.250 0.34 0.59 1.500 0.43 0.71

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

1.750 0.51 0.83 2.000 0.57 0.92 2.250 0.62 0.99 2.500 0.64 1.03 2.650 0.64 1.03 2.650 0.64 1.03 2.900 0.62 1.00 3.150 0.57 0.94 3.400 0.50 0.85 3.650 0.42 0.74 3.900 0.33 0.61 4.150 0.24 0.48 4.400 0.15 0.35 4.650 0.08 0.22 4.900 0.03 0.12 5.150 0.00 0.03 5.300 -0.00 0.00

SPAN 3


0.000 -0.00 0.00 0.250 -0.03 0.02 0.500 -0.02 0.08 0.750 0.01 0.15 1.000 0.06 0.24 1.250 0.12 0.34 1.500 0.19 0.43 1.750 0.25 0.50 2.000 0.30 0.56 2.100 0.31 0.58 2.100 0.31 0.58 2.350 0.34 0.59 2.600 0.34 0.58 2.850 0.32 0.54 3.100 0.29 0.48 3.350 0.24 0.40 3.600 0.18 0.30 3.850 0.11 0.18 4.100 0.03 0.05 4.200 0.00 0.00

---------------------------------------------------------------------

LONGTERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection. DL : Long-term deflection under permanent load. DI : Instantaneous deflection under short-term load. DT : Total long-term deflection.

SPAN 1


0.000 -0.00 0.00 0.00 -0.00 0.250 0.03 0.21 0.02 0.26 0.500 0.06 0.41 0.03 0.50 0.750 0.09 0.58 0.05 0.72 1.000 0.11 0.72 0.06 0.89 1.250 0.12 0.81 0.07 1.00

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

1.500 0.13 0.84 0.07 1.03 1.750 0.12 0.82 0.06 1.00 2.000 0.11 0.74 0.05 0.90 2.100 0.10 0.70 0.05 0.84 2.100 0.10 0.70 0.05 0.84 2.350 0.08 0.57 0.03 0.68 2.600 0.05 0.42 0.02 0.49 2.850 0.03 0.26 0.00 0.29 3.100 0.00 0.10 -0.01 0.09 3.350 -0.02 -0.04 -0.03 -0.08 3.600 -0.03 -0.13 -0.03 -0.20 3.850 -0.03 -0.15 -0.03 -0.21 4.100 -0.01 -0.07 -0.01 -0.09 4.200 0.00 -0.00 0.00 -0.00

SPAN 2


0.000 -0.00 0.00 0.00 -0.00 0.250 0.05 0.27 0.04 0.36 0.500 0.12 0.64 0.09 0.85 0.750 0.21 1.06 0.15 1.42 1.000 0.29 1.51 0.22 2.02 1.250 0.38 1.94 0.28 2.60 1.500 0.46 2.34 0.34 3.14 1.750 0.53 2.68 0.38 3.59 2.000 0.59 2.93 0.42 3.93 2.250 0.63 3.09 0.44 4.15 2.500 0.64 3.16 0.45 4.25 2.650 0.64 3.16 0.44 4.25 2.650 0.64 3.16 0.44 4.25 2.900 0.63 3.08 0.43 4.14 3.150 0.59 2.91 0.41 3.91 3.400 0.54 2.66 0.37 3.57 3.650 0.47 2.33 0.33 3.12 3.900 0.39 1.94 0.27 2.60 4.150 0.30 1.53 0.21 2.04 4.400 0.21 1.10 0.16 1.47 4.650 0.13 0.70 0.10 0.93 4.900 0.06 0.35 0.05 0.47 5.150 0.02 0.09 0.01 0.13 5.300 -0.00 -0.00 -0.00 -0.00

SPAN 3


0.000 -0.00 0.00 0.00 -0.00 0.250 -0.01 0.07 0.01 0.08 0.500 0.01 0.26 0.04 0.31 0.750 0.05 0.52 0.08 0.65 1.000 0.11 0.83 0.12 1.05 1.250 0.16 1.15 0.16 1.47 1.500 0.22 1.46 0.20 1.88 1.750 0.27 1.73 0.24 2.24 2.000 0.31 1.94 0.27 2.52 2.100 0.32 2.00 0.28 2.60 2.100 0.32 2.00 0.28 2.60 2.350 0.34 2.09 0.30 2.73 2.600 0.34 2.09 0.30 2.73 2.850 0.33 1.99 0.28 2.60

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

3.100 0.29 1.79 0.25 2.34 3.350 0.25 1.50 0.21 1.96 3.600 0.18 1.12 0.16 1.46 3.850 0.11 0.68 0.09 0.88 4.100 0.03 0.20 0.03 0.26 4.200 -0.00 0.00 -0.00 -0.00

--------------------------------------------------------------------- QUANTITIES

Section Area(m) 1 0.180

Total weight of beam = 59.18 kN =====================================================================A

COLUMN REACTIONS


1 38.50 6.13 44.62 73.86 2 178.85 32.70 211.56 338.21 3 216.68 42.09 258.76 407.86 4 61.43 11.82 73.25 118.51

---------------------------------------------------------------------


Columns below


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00

Columns above


1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Longterm deflection: Permanent load



0.000 0.000 5.652 300.000 FALSE 5.652 300.000 0.000 0.000 -0.000 0.250 9.121 6.152 300.000 FALSE 6.152 300.000 0.172 0.400 -0.400 0.500 16.470 6.603 300.000 TRUE 5.241 262.975 0.364 0.732 -0.550 0.750 22.046 6.698 300.000 TRUE 4.169 226.954 0.612 1.041 -0.550 1.000 25.850 6.698 300.000 TRUE 3.716 211.197 0.805 1.260 -0.550 1.250 27.882 6.698 300.000 TRUE 3.544 204.875 0.910 1.376 -0.550 1.500 28.141 6.698 300.000 TRUE 3.524 204.147 0.924 1.391 -0.550 1.750 26.628 6.698 300.000 TRUE 3.646 208.638 0.845 1.305 -0.550 2.000 23.342 6.698 300.000 TRUE 3.991 220.882 0.677 1.116 -0.550 2.100 21.532 6.698 300.000 TRUE 4.249 229.606 0.586 1.012 -0.550 2.100 21.532 6.698 300.000 TRUE 4.249 229.606 0.586 1.012 -0.550 2.350 15.765 6.698 300.000 TRUE 5.707 273.719 0.320 0.673 -0.550 2.600 8.226 6.698 300.000 FALSE 6.698 300.000 0.142 0.332 -0.332 2.850 -1.085 6.698 300.000 FALSE 6.698 300.000 -0.019 -0.044 0.044 3.100 -12.169 6.698 300.000 FALSE 6.698 300.000 -0.210 -0.491 0.491 3.350 -25.025 6.743 299.159 TRUE 3.946 381.415 -0.734 -0.550 1.196 3.600 -39.653 6.964 295.029 TRUE 3.769 392.039 -1.218 -0.550 1.873 3.850 -56.054 7.178 291.025 TRUE 3.977 388.550 -1.631 -0.550 2.557 4.100 -74.227 7.319 288.370 TRUE 4.125 385.873 -2.082 -0.550 3.313 4.200 -81.993 7.319 288.370 TRUE 4.071 387.982 -2.331 -0.550 3.666 4.200 -81.993 7.319 288.370 TRUE 4.071 387.982 -2.331 -0.550 3.666 4.450 -56.317 7.261 289.457 TRUE 4.179 382.642 -1.559 -0.550 2.525 4.700 -33.271 7.050 293.413 TRUE 4.259 375.738 -0.904 -0.550 1.517 4.950 -12.853 6.832 297.492 FALSE 6.832 297.492 -0.218 -0.503 0.513 5.200 4.936 6.698 300.000 FALSE 6.698 300.000 0.085 0.199 -0.199 5.450 20.097 6.698 300.000 TRUE 4.503 237.883 0.516 0.928 -0.550 5.700 32.629 6.698 300.000 TRUE 3.252 193.713 1.161 1.643 -0.550 5.950 42.533 6.920 304.155 TRUE 3.564 201.011 1.381 2.041 -0.550 6.200 49.808 7.135 308.184 TRUE 3.974 212.223 1.450 2.284 -0.550 6.450 54.454 7.319 311.630 TRUE 4.346 222.429 1.450 2.411 -0.550 6.700 56.472 7.319 311.630 TRUE 4.316 221.300 1.514 2.503 -0.550 6.850 56.421 7.319 311.630 TRUE 4.316 221.328 1.512 2.501 -0.550 6.850 56.421 7.319 311.630 TRUE 4.316 221.328 1.512 2.501 -0.550 7.100 54.233 7.319 311.630 TRUE 4.350 222.553 1.443 2.401 -0.550 7.350 49.416 7.261 310.543 TRUE 4.295 221.679 1.331 2.205 -0.550 7.600 41.971 7.050 306.587 TRUE 3.933 212.414 1.235 1.946 -0.550 7.850 31.897 6.832 302.508 TRUE 3.710 208.413 0.995 1.534 -0.550 8.100 19.195 6.698 300.000 TRUE 4.691 243.844 0.473 0.875 -0.550 8.350 3.864 6.698 300.000 FALSE 6.698 300.000 0.067 0.156 -0.156 8.600 -14.095 6.901 296.206 FALSE 6.901 296.206 -0.236 -0.544 0.559 8.850 -34.684 7.222 290.191 TRUE 4.639 365.434 -0.865 -0.550 1.529 9.100 -57.900 7.407 282.410 TRUE 4.711 363.367 -1.422 -0.550 2.540 9.350 -83.746 7.278 277.440 TRUE 4.542 362.633 -2.134 -0.550 3.824 9.500-100.515 7.278 277.440 TRUE 4.462 365.703 -2.607 -0.550 4.602 9.500-100.515 7.278 277.440 TRUE 4.462 365.703 -2.607 -0.550 4.602 9.750 -73.766 7.331 278.311 TRUE 4.637 361.227 -1.841 -0.550 3.32110.000 -49.645 7.478 284.684 TRUE 4.834 362.502 -1.188 -0.550 2.13110.250 -28.154 7.257 289.542 TRUE 5.112 350.276 -0.637 -0.550 1.21010.500 -9.291 6.937 295.526 FALSE 6.937 295.526 -0.155 -0.356 0.36810.750 6.944 6.743 299.159 FALSE 6.743 299.159 0.119 0.277 -0.27911.000 20.550 6.698 300.000 TRUE 4.417 235.122 0.538 0.954 -0.55011.250 31.527 6.721 300.421 TRUE 3.382 198.296 1.079 1.569 -0.55011.500 39.876 6.832 302.508 TRUE 3.386 195.994 1.363 1.955 -0.550

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

11.600 42.479 6.876 303.334 TRUE 3.441 197.160 1.429 2.064 -0.55011.600 42.479 6.876 303.334 TRUE 3.441 197.160 1.429 2.064 -0.55011.850 47.148 6.985 305.377 TRUE 3.635 202.352 1.501 2.236 -0.55012.100 49.188 7.016 305.943 TRUE 3.675 203.260 1.549 2.319 -0.55012.350 48.600 6.985 305.377 TRUE 3.606 201.205 1.560 2.308 -0.55012.600 45.383 6.876 303.334 TRUE 3.370 194.356 1.558 2.213 -0.55012.850 39.537 6.765 301.260 TRUE 3.196 189.948 1.431 1.978 -0.55013.100 31.063 6.698 300.000 TRUE 3.335 196.945 1.078 1.555 -0.55013.350 19.960 6.332 300.000 TRUE 3.718 221.849 0.621 1.030 -0.55013.600 6.229 5.881 300.000 FALSE 5.881 300.000 0.123 0.286 -0.28613.700 0.000 5.652 300.000 FALSE 5.652 300.000 0.000 0.000 -0.000

Instantaneous deflection: Permanent load



0.000 0.000 5.476 300.000 FALSE 5.476 300.000 0.000 0.000 -0.000 0.250 9.121 5.628 300.000 FALSE 5.628 300.000 0.063 0.438 -0.438 0.500 16.470 5.765 300.000 FALSE 5.765 300.000 0.110 0.771 -0.771 0.750 22.046 5.794 300.000 TRUE 5.531 292.822 0.154 1.047 -1.000 1.000 25.850 5.794 300.000 TRUE 4.156 251.826 0.240 1.380 -1.000 1.250 27.882 5.794 300.000 TRUE 3.621 233.918 0.297 1.570 -1.000 1.500 28.141 5.794 300.000 TRUE 3.561 231.827 0.305 1.595 -1.000 1.750 26.628 5.794 300.000 TRUE 3.937 244.646 0.261 1.452 -1.000 2.000 23.342 5.794 300.000 TRUE 5.002 277.762 0.180 1.156 -1.000 2.100 21.532 5.794 300.000 TRUE 5.760 299.092 0.144 1.006 -1.000 2.100 21.532 5.794 300.000 TRUE 5.760 299.092 0.144 1.006 -1.000 2.350 15.765 5.794 300.000 FALSE 5.794 300.000 0.105 0.735 -0.735 2.600 8.226 5.794 300.000 FALSE 5.794 300.000 0.055 0.383 -0.383 2.850 -1.085 5.794 300.000 FALSE 5.794 300.000 -0.007 -0.051 0.051 3.100 -12.169 5.794 300.000 FALSE 5.794 300.000 -0.081 -0.567 0.567 3.350 -25.025 5.807 299.727 TRUE 4.475 338.262 -0.216 -1.000 1.296 3.600 -39.653 5.875 298.372 TRUE 2.538 409.546 -0.603 -1.000 2.507 3.850 -56.054 5.942 297.030 TRUE 2.189 427.618 -0.988 -1.000 3.646 4.100 -74.227 5.988 296.125 TRUE 2.075 434.983 -1.380 -1.000 4.830 4.200 -81.993 5.988 296.125 TRUE 1.997 439.036 -1.583 -1.000 5.376 4.200 -81.993 5.988 296.125 TRUE 1.997 439.036 -1.583 -1.000 5.376 4.450 -56.317 5.969 296.496 TRUE 2.297 423.327 -0.946 -1.000 3.596 4.700 -33.271 5.902 297.833 TRUE 3.269 380.736 -0.393 -1.000 1.926 4.950 -12.853 5.835 299.183 FALSE 5.835 299.183 -0.085 -0.593 0.597 5.200 4.936 5.794 300.000 FALSE 5.794 300.000 0.033 0.230 -0.230 5.450 20.097 5.794 300.000 FALSE 5.794 300.000 0.134 0.937 -0.937 5.700 32.629 5.794 300.000 TRUE 2.760 201.803 0.456 2.031 -1.000 5.950 42.533 5.862 301.358 TRUE 2.291 179.862 0.716 2.782 -1.000 6.200 49.808 5.929 302.703 TRUE 2.308 178.498 0.832 3.205 -1.000 6.450 54.454 5.988 303.875 TRUE 2.423 181.967 0.867 3.416 -1.000 6.700 56.472 5.988 303.875 TRUE 2.371 179.560 0.919 3.562 -1.000 6.850 56.421 5.988 303.875 TRUE 2.372 179.618 0.917 3.558 -1.000 6.850 56.421 5.988 303.875 TRUE 2.372 179.618 0.917 3.558 -1.000 7.100 54.233 5.988 303.875 TRUE 2.429 182.245 0.861 3.400 -1.000 7.350 49.416 5.969 303.504 TRUE 2.499 186.049 0.763 3.085 -1.000 7.600 41.971 5.902 302.167 TRUE 2.528 189.250 0.640 2.644 -1.000 7.850 31.897 5.835 300.817 TRUE 3.102 214.314 0.397 1.895 -1.000 8.100 19.195 5.794 300.000 FALSE 5.794 300.000 0.128 0.895 -0.895 8.350 3.864 5.794 300.000 FALSE 5.794 300.000 0.026 0.180 -0.180 8.600 -14.095 5.856 298.761 FALSE 5.856 298.761 -0.093 -0.647 0.653 8.850 -34.684 5.956 296.747 TRUE 3.362 378.325 -0.398 -1.000 1.977 9.100 -57.900 6.022 294.106 TRUE 2.595 410.878 -0.861 -1.000 3.551 9.350 -83.746 5.991 292.471 TRUE 2.303 423.329 -1.403 -1.000 5.334

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

9.500-100.515 5.991 292.471 TRUE 2.186 429.325 -1.774 -1.000 6.469 9.500-100.515 5.991 292.471 TRUE 2.186 429.325 -1.774 -1.000 6.469 9.750 -73.766 6.005 292.747 TRUE 2.411 418.605 -1.180 -1.000 4.63310.000 -49.645 6.040 294.856 TRUE 2.806 402.397 -0.682 -1.000 2.96510.250 -28.154 5.968 296.526 TRUE 4.379 343.264 -0.248 -1.000 1.45810.500 -9.291 5.867 298.536 FALSE 5.867 298.536 -0.061 -0.425 0.43010.750 6.944 5.807 299.727 FALSE 5.807 299.727 0.046 0.323 -0.32311.000 20.550 5.794 300.000 FALSE 5.794 300.000 0.137 0.958 -0.95811.250 31.527 5.800 300.136 TRUE 2.962 209.632 0.411 1.912 -1.00011.500 39.876 5.835 300.817 TRUE 2.304 181.293 0.667 2.618 -1.00011.600 42.479 5.848 301.088 TRUE 2.222 177.108 0.737 2.812 -1.00011.600 42.479 5.848 301.088 TRUE 2.222 177.108 0.737 2.812 -1.00011.850 47.148 5.882 301.763 TRUE 2.182 174.098 0.834 3.114 -1.00012.100 49.188 5.891 301.952 TRUE 2.153 172.399 0.881 3.254 -1.00012.350 48.600 5.882 301.763 TRUE 2.128 171.505 0.881 3.232 -1.00012.600 45.383 5.848 301.088 TRUE 2.082 170.457 0.841 3.062 -1.00012.850 39.537 5.814 300.409 TRUE 2.211 177.645 0.690 2.641 -1.00013.100 31.063 5.794 300.000 TRUE 2.995 211.042 0.400 1.878 -1.00013.350 19.960 5.683 300.000 FALSE 5.683 300.000 0.135 0.948 -0.94813.600 6.229 5.546 300.000 FALSE 5.546 300.000 0.043 0.303 -0.30313.700 0.000 5.476 300.000 FALSE 5.476 300.000 0.000 0.000 -0.000

Instantaneous deflection: Total load



0.000 0.000 5.476 300.000 FALSE 5.476 300.000 0.000 0.000 -0.000 0.250 10.163 5.628 300.000 FALSE 5.628 300.000 0.070 0.488 -0.488 0.500 18.341 5.765 300.000 FALSE 5.765 300.000 0.123 0.859 -0.859 0.750 24.533 5.794 300.000 TRUE 4.573 264.915 0.207 1.260 -1.000 1.000 28.739 5.794 300.000 TRUE 3.429 227.158 0.323 1.652 -1.000 1.250 30.960 5.794 300.000 TRUE 3.012 211.691 0.397 1.868 -1.000 1.500 31.195 5.794 300.000 TRUE 2.973 210.212 0.405 1.891 -1.000 1.750 29.445 5.794 300.000 TRUE 3.285 221.937 0.346 1.721 -1.000 2.000 25.709 5.794 300.000 TRUE 4.198 253.171 0.236 1.367 -1.000 2.100 23.658 5.794 300.000 TRUE 4.883 274.258 0.187 1.183 -1.000 2.100 23.658 5.794 300.000 TRUE 4.883 274.258 0.187 1.183 -1.000 2.350 17.143 5.794 300.000 FALSE 5.794 300.000 0.114 0.799 -0.799 2.600 8.641 5.794 300.000 FALSE 5.794 300.000 0.058 0.403 -0.403 2.850 -1.846 5.794 300.000 FALSE 5.794 300.000 -0.012 -0.086 0.086 3.100 -14.319 5.794 300.000 FALSE 5.794 300.000 -0.095 -0.667 0.667 3.350 -28.778 5.807 299.727 TRUE 3.498 370.619 -0.317 -1.000 1.640 3.600 -45.222 5.875 298.372 TRUE 2.228 423.472 -0.783 -1.000 2.973 3.850 -63.651 5.942 297.030 TRUE 2.037 435.200 -1.205 -1.000 4.213 4.100 -84.067 5.988 296.125 TRUE 1.980 439.971 -1.638 -1.000 5.522 4.200 -92.789 5.988 296.125 TRUE 1.916 443.383 -1.868 -1.000 6.131 4.200 -92.789 5.988 296.125 TRUE 1.916 443.383 -1.868 -1.000 6.131 4.450 -63.598 5.969 296.496 TRUE 2.149 430.543 -1.141 -1.000 4.127 4.700 -37.398 5.902 297.833 TRUE 2.846 397.277 -0.507 -1.000 2.269 4.950 -14.191 5.835 299.183 FALSE 5.835 299.183 -0.094 -0.655 0.659 5.200 6.025 5.794 300.000 FALSE 5.794 300.000 0.040 0.281 -0.281 5.450 23.249 5.794 300.000 TRUE 5.038 278.819 0.178 1.148 -1.000 5.700 37.480 5.794 300.000 TRUE 2.242 179.689 0.645 2.503 -1.000 5.950 48.720 5.862 301.358 TRUE 2.022 167.085 0.929 3.302 -1.000 6.200 56.968 5.929 302.703 TRUE 2.109 168.928 1.042 3.753 -1.000 6.450 62.225 5.988 303.875 TRUE 2.249 173.735 1.067 3.976 -1.000 6.700 64.489 5.988 303.875 TRUE 2.210 171.790 1.126 4.138 -1.000 6.850 64.411 5.988 303.875 TRUE 2.211 171.854 1.124 4.133 -1.000 6.850 64.411 5.988 303.875 TRUE 2.211 171.854 1.124 4.133 -1.000

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

7.100 61.889 5.988 303.875 TRUE 2.256 174.039 1.058 3.952 -1.000 7.350 56.374 5.969 303.504 TRUE 2.296 176.607 0.947 3.600 -1.000 7.600 47.868 5.902 302.167 TRUE 2.252 176.760 0.820 3.119 -1.000 7.850 36.370 5.835 300.817 TRUE 2.580 193.364 0.544 2.303 -1.000 8.100 21.879 5.794 300.000 TRUE 5.604 294.834 0.151 1.034 -1.000 8.350 4.397 5.794 300.000 FALSE 5.794 300.000 0.029 0.205 -0.205 8.600 -16.077 5.856 298.761 FALSE 5.856 298.761 -0.106 -0.738 0.745 8.850 -39.542 5.956 296.747 TRUE 2.939 394.810 -0.519 -1.000 2.357 9.100 -66.000 6.022 294.106 TRUE 2.437 418.180 -1.044 -1.000 4.111 9.350 -95.450 5.991 292.471 TRUE 2.216 427.765 -1.662 -1.000 6.127 9.500-114.555 5.991 292.471 TRUE 2.119 432.863 -2.086 -1.000 7.415 9.500-114.555 5.991 292.471 TRUE 2.119 432.863 -2.086 -1.000 7.415 9.750 -84.101 6.005 292.747 TRUE 2.304 423.843 -1.408 -1.000 5.33410.000 -56.638 6.040 294.856 TRUE 2.598 411.601 -0.841 -1.000 3.45410.250 -32.167 5.968 296.526 TRUE 3.714 365.714 -0.334 -1.000 1.76910.500 -10.688 5.867 298.536 FALSE 5.867 298.536 -0.070 -0.489 0.49510.750 7.799 5.807 299.727 FALSE 5.807 299.727 0.052 0.362 -0.36311.000 23.294 5.794 300.000 TRUE 5.021 278.305 0.179 1.152 -1.00011.250 35.797 5.800 300.136 TRUE 2.435 188.045 0.567 2.324 -1.00011.500 45.309 5.835 300.817 TRUE 2.012 167.557 0.868 3.097 -1.00011.600 48.276 5.848 301.088 TRUE 1.969 164.906 0.946 3.308 -1.00011.600 48.276 5.848 301.088 TRUE 1.969 164.906 0.946 3.308 -1.00011.850 53.598 5.882 301.763 TRUE 1.975 163.975 1.047 3.635 -1.00012.100 55.929 5.891 301.952 TRUE 1.962 162.960 1.099 3.790 -1.00012.350 55.269 5.882 301.763 TRUE 1.934 161.853 1.102 3.769 -1.00012.600 51.616 5.848 301.088 TRUE 1.863 159.532 1.069 3.589 -1.00012.850 44.971 5.814 300.409 TRUE 1.914 163.431 0.906 3.135 -1.00013.100 35.335 5.794 300.000 TRUE 2.439 188.409 0.559 2.295 -1.00013.350 22.706 5.683 300.000 TRUE 4.922 278.512 0.178 1.146 -1.00013.600 7.086 5.546 300.000 FALSE 5.546 300.000 0.049 0.345 -0.34513.700 0.000 5.476 300.000 FALSE 5.476 300.000 0.000 0.000 -0.000

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Reinforcing Tables

Beam type (1-5)Maximum bar length (m)TOP: Minimum bar diameter (mm) Maximum bar diameter (mm)BOTTOM: Minimum bar diameter (mm) Maximum bar diameter (mm)STIRRUP: Minimum diameter (mm) Maximum diameter (mm)Stirrup shape codeFirst bar mark - topFirst bar mark - mid.[optional]First bar mark - bot.[optional]Cover to stirrups - top (mm)Cover to stirrups - bot (mm)Cover to stirrups - sides (mm)Minimum stirrups as % of nominalLoose method of detailing (Y/N)Exploded elevation (Y/N)Bending schedule scale 1:Number bars from left to right (Y/N)Middle bar diameter (mm)Target

1121620162081272A 203025100NYAutoYAutoPadds

Bars Mark SC Span Offset Length Hook Layer2Y16 A 34 1 0.025 9.675 L B2Y16 B 34 1 0.025 10.775 L T2Y16 C 20 2 -0.900 1.800 L T2Y16 D 20 2 1.500 2.300 L B3Y16 E 20 3 -1.052 2.105 L T2Y16 F 34 3 -0.200 4.375 R B2Y16 G 34 3 0.390 3.785 R T1Y16 H 20 3 1.700 1.800 L B

StirrupNumber

SectionNumber

Bar Type +Diameter Mark

ShapeCode

TopOffset

TopFlange

BottomFlange

1 1 R8 SA1 72 R8 SA2 35

StirrupNumber Spacing Span Offset

Length(m)

1 200 1 0.20 3.801 200 2 0.20 4.801 200 3 0.20 3.80

Section positionsLabel Span Offset(m)A 1 2.3B 2 0.3C 2 2.8D 3 0.3E 3 2.3

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

File nameFirst spanLast spanDraw grid lines?(Y/N)Draw columns?(Y/N)Number/Letter of first gridNumber (U)p or (D)ownDrawing size?(A4 or A5)Height (normal text) mmHeight (title text) mmHeight (sec. bar mark) mm

Grid 1.PAD13YYAUA52.02.51.8

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

SPAN 1 - 4.200 SPAN 2 - 5.300 SPAN 3 - 4.200

2Y16-A

2Y16-B2Y16-C

2Y16-D 2Y16-F

2Y16-G

1Y16-H

3Y16-E

Main and Shear Reinforcing diagrams. Spans 1-3

MAIN REINFORCEMENT As max = -1005mm2 @ 9.35m

600 400 200

-200-400-600-800

-1000

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

SPAN 1 - 4.200 SPAN 2 - 5.300 SPAN 3 - 4.200

20-SA-200 25-SA-200 20-SA-200

SHEAR REINFORCEMENT Asv max = .5027mm/mm @ .250m

.100

.200

.300

.400

.500

.500

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

SheetProj. No.

Proj. Title

Client



838


PLSO

I.H R.M 5/18/2011

Continuous Beam: Grid 2(300X700) (Code of Practice : ACI 318 - 2005) C015/19/2011 3:25:18 PM

Input Tables

Fcu (MPa)

Fy (MPa)

Fyv (MPa)

% Redistribution




Dead Load Factor

Live Load Factor





304002400D30301.51.824252300E-6

SecNo.

Bw (mm)

D (mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Web offset

Flangeoffset

1 300 700

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 4.2 1 12 5.3 1 1

SupNo.

CodeC,F




1 2

Case D,L

Span

Wleft(kN/m)

Wright(kN/m)

a (m)

b (m)

P (kN)

a (m)

M (kNm)

a (m)

D 1 44 L 1 9.5 D 2 44 L 2 9.5

Span

M left(kNm)

M right(kNm)

Documents

Jh Ph02 Structural Calculations