Clockwork Verification Manual

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CLOCKWORK VERIFICATION MANUAL

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COPYRIGHT

The computer program CLOCKWORK and all associated documentation are proprietary andcopyrighted products. Worldwide rights of ownership rest with NEWTONIAN MACHINES.Unlicensed use of the program or reproduction of the documentation in any form, without priorwritten authorization from NEWTONIAN MACHINES is explicitly prohibited.

NEWTONIAN MACHINESANDRS DE FUENZALIDA 147PROVIDENCIA, SANTIAGO, CHILE

Tel: (+56 2) 2 23553800Email: [email protected]:http://www.newtonianmachines.com
http://www.newtonianmachines.com/http://www.newtonianmachines.com/http://www.newtonianmachines.com/http://www.newtonianmachines.com/


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CONTENT

I. INTRODUCTION ...................................................................................................................................... 4

1. TEST CASE 1 .......................................................................................................................................... 5

2. TEST CASE 2 .......................................................................................................................................... 7

3. TEST CASE 3 .......................................................................................................................................... 9

4. TEST CASE 4 ........................................................................................................................................ 11

5. TEST CASE 5 ........................................................................................................................................ 14


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I.

INTRODUCTION

Clockwork is a foundation design and analysis software, based on well-known and internationally accepted

theories.

This document provides example problems from recognized publications in order to verify the achievement

of accuracy and acceptable results. However and by the nature of this software, it is difficult to find suitable

examples for this verification manual since most publications are conceived to be a guide for engineers by

doing hand calculations, aside from the laborious task that it is for example calculate a structure with six

degree of freedom, natural frequencies for a coupled system, intricate periodic loads, etc.

The analyzed tests in this manual are just a small part of the rigorous tests that our developers run in the

testing stage to ensure the quality of Clockwork.


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1.

TEST CASE 1

Dynamic load of single-cylinder compressor.

a.

Overview

Reference: [1] Foundation Vibration Analysis Using Simple Physical Models, John P. Wolf, pg. 56.,ISBN: 0-13-010711-5

Dynamic Load Type: Periodic Excitation

Units: tonnef / m

b. Problem Description

On a rigid block foundation rests a reciprocating machine composed of a compressor and a driving

motor, which generates a vertical unbalanced dynamic load with two components. The first

component acts at a frequency of 9Hz and the second component at twice this frequency. The

resulting dynamic total load it is represented by P(t) (Fig.1.1).

c. Input Parameters

Compressor and driving motor mass =

Dynamic Load

Total load acts vertically on the foundation block.

Total Load P(t) =

Total Load Operation Frequency = 9 Hz

Number of terms used in Fourier Series = 20

Fig. 1.1Dynamic total load

from vertical single-cylinder

compressor.


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Rigid Foundation Block Size

Length = 2.0 m

Width = 1.5 m

Height = 1.0 m

Soil

Poissons Ratio = 0.33

Specific Mass Density =

Shear Modulus G =

d. Analysis

For this analysis the Cone method it is used in Clockwork.

e. Results Comparison

Measured Value

Clockwork

Displacement [mm]

Displacement Ref[1]

[mm]Lower Peak -0.01206 -0.01125 0.00125*

Higher Peak 0.02072 0.02125 0.00125*

* Displacement value from Fig. XX [1]

Fig1.2 - Dynamic vertical displacement from Clockwork results.


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2.

TEST CASE 2

Dynamic load of weavers loom.

a.

Overview

Reference: [1] Foundation Vibration Analysis Using Simple Physical Models, John P. Wolf, pg. 56,ISBN: 0130107115

Dynamic Load Type: Periodic Excitation

Units: tonnef / m


On a rigid block foundation rests a weavers loom operating at 9Hz with a mass of 2750kg. In this

case the load is expressed as a Fourier series with 20 terms (Fig 2.1).

c. Input Parameters

Weavers loommass =

Dynamic Load

Load acts vertically on the foundation block.

Vertical Load P(t)

Fig 2.1Dynamic vertical load

from weavers loom.

Load Operation Frequency = 9 Hz up to 180 Hz

Number of terms used in Fourier Series = 20


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Length = 2.0 m

Width = 1.5 m

Height = 1.0 m

Soil


Mass Density =

Shear Modulus G =

d. Analysis

For this analysis the Cone method it is used in Clockwork


Measured ValueClockwork

Displacement [mm]Displacement Ref[1]

[mm]

Lower Peak -0.015956 -0.0156250.000625*

Higher Peak 0.008334 0.0080.000750*

* Displacement value from Fig. 2-14 [1]

Fig 2.2Dynamic vertical displacement from Clockwork results.


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3.

TEST CASE 3

Vertical single-cylinder compressor.

a.

Overview

Reference: [2] Vibration of Soils and Foundations, F. E. Richart, Jr., pg. 360.ISBN: 0139417168

Dynamic Load Type: Harmonic Excitation

Measured Units: lbf / ft


c. Input Parameters

Weight * f compressor =

Dynamic Load

Load acts vertically on the foundation block.

Vertical Load =

Fig. 3.1Dynamic vertical

load

Load Operation Frequency = 7.5 Hz


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Length = 16 ft

Width = 7 ft

Height = 3 ft

Soil


Mass Density =

Shear Modulus G =

d. Analysis

For this analysis all available methods were used in Clockwork.


MeasuredValue

Clockwork Displacement Displacement Ref[2][in]

Zero to Peak 0.0001595 [ft] 0.001908 [in] 0.0019


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c. RESULTS - SAP2000 v15

Measured Points Displacements Angular Displacements

CASE

X Y Z u1 u2 u3 1 2 3

mm mm mm m m m rad rad rad

1 0 2500 1000 4,77E-04 2,29E-04 4,00E-05 0 2,70E-05 -1,52E-04

2 0 2500 1000 2,29E-04 4,77E-04 -4,00E-05 -2,70E-05 0 -1,52E-04

3 0 2500 1000 -4,00E-05 4,00E-05 -8,90E-05 -2,40E-05 -2,40E-05 0

4 0 2500 1000 2,21E-04 0 1,60E-05 0 1,10E-05 0

5 0 2500 1000 0 2,21E-04 -1,60E-05 -1,10E-05 0 0

6 0 2500 1000 0 0 -1,70E-05 0 0 0

1 1500 1500 0 2,21E-04 0 0 0 2,70E-05 -1,52E-04

2 1500 1500 0 0 2,21E-04 0 -2,70E-05 0 -1,52E-04

3 1500 1500 0 -1,60E-05 1,60E-05 -1,70E-05 -2,40E-05 -2,40E-05 0

4 1500 1500 0 2,10E-04 0 0 0 1,10E-05 0

5 1500 1500 0 0 2,10E-04 0 -1,10E-05 0 0

6 1500 1500 0 0 0 -1,70E-05 0 0 0

RESULTS - CLOCKWORK v12


CASEX Y Z u1 u2 u3 1 2 3


1 0 2500 1000 4,76E-04 2,28E-04 4,01E-05 0 2,67E-05 -1,52E-04

2 0 2500 1000 2,28E-04 4,76E-04 -4,01E-05 -2,67E-05 0 -1,52E-04

3 0 2500 1000 -4,01E-05 4,01E-05 -8,85E-05 -2,39E-05 -2,39E-05 0

4 0 2500 1000 2,21E-04 0 1,61E-05 0 1,07E-05 0

5 0 2500 1000 0 2,21E-04 -1,61E-05 -1,07E-05 0 0

6 0 2500 1000 0 0 -1,65E-05 0 0 0

1 1500 1500 0 2,21E-04 0 0 0 2,67E-05 -1,52E-04

2 1500 1500 0 0 2,21E-04 0 -2,67E-05 0 -1,52E-04

3 1500 1500 0 -1,61E-05 1,61E-05 -1,65E-05 -2,39E-05 -2,39E-05 0

4 1500 1500 0 2,10E-04 0 0 0 1,07E-05 0

5 1500 1500 0 0 2,10E-04 0 -1,07E-05 0 0

6 1500 1500 0 0 0 -1,65E-05 0 0 0

Fig 4.2 Pile Foundation onClockwork 12


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Porcentual Difference of Results between SAP2000 and Clockwork

Measured Point Location Displacements Angular Displacements

CASE

X Y Z u1 u2 u3 1 2 3


1 0 2500 1000 0,21% 0,44% 0,25% 0,00% 1,11% 0,00%

2 0 2500 1000 0,44% 0,21% 0,25% 1,11% 0,00% 0,00%

3 0 2500 1000 0,25% 0,25% 0,56% 0,42% 0,42% 0,00%

4 0 2500 1000 0,00% 0,00% 0,62% 0,00% 2,73% 0,00%

5 0 2500 1000 0,00% 0,00% 0,62% 2,73% 0,00% 0,00%

6 0 2500 1000 0,00% 0,00% 2,94% 0,00% 0,00% 0,00%

1 1500 1500 0 0,00% 0,00% 0,00% 0,00% 1,11% 0,00%

2 1500 1500 0 0,00% 0,00% 0,00% 1,11% 0,00% 0,00%

3 1500 1500 0 0,62% 0,62% 2,94% 0,42% 0,42% 0,00%

4 1500 1500 0 0,00% 0,00% 0,00% 0,00% 2,73% 0,00%

5 1500 1500 0 0,00% 0,00% 0,00% 2,73% 0,00% 0,00%

6 1500 1500 0 0,00% 0,00% 2,94% 0,00% 0,00% 0,00%


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Fig 5. 2Pile

Foundation on

Clockwork 12

5.

TEST CASE 5

a. OVERVIEW

The Foundation from Fig 5.1 was subjected to six load cases in order to compare results

using SAP2000 and Clockwork.

Dynamic Load Type: Harmonic ExcitationUnits: SIDamping and Group Effect were not considered

b. PROBLEM DESCRIPTION

A square foundation is loaded on one of

its edges and on the geometric center of

gravity of the soil contact area.

c. PARAMETERS

FOUNDATION PARAMETERS

Piles: 6

Pile Diameter: 400 mm

Block 1 - Height: 1500 mm

Block 1 - Length: 2000 mm

Block 1 - Width: 3000 mm

Block 2 - Height: 2500 mm

Block 2 - Length: 3000 mm

Block 2 - Width: 3000 mm

Reinf. Concrete Specific Weight 2500 kgf/m3

Peso fundacin : 78,75 kgf

Soil Stiffness 80 kgf/cm2

Fig 5. 1 Pile Foundation on SAP2000


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RESULTS - CLOCKWORK v12


Caso X Y Z u1 u2 u3 1 2 3


1 0 3000 1000 2,49E-04 1,57E-04 2,22E-05 0 8,88E-06 -6,29E-05

2 0 3000 1000 1,57E-04 4,84E-04 -6,01E-05 -4,00E-05 0 -1,04E-04

3 0 3000 1000 -2,22E-05 6,00E-05 -7,80E-05 -2,76E-05 -1,02E-05 0

4 0 3000 1000 1,41E-04 0 6,87E-06 0 2,75E-06 0

5 0 3000 1000 0 1,62E-04 -1,86E-05 -1,24E-05 0 0

6 0 3000 1000 0 0 -1,10E-05 0 0 0

1 2500 1500 0 1,41E-04 0 0 0 8,88E-06 -6,29E-05

2 2500 1500 0 0 1,62E-04 0 -4,00E-05 0 -1,04E-04

3 2500 1500 0 -6,87E-06 1,86E-05 -1,10E-05 -2,76E-05 -1,02E-05 0

4 2500 1500 0 1,37E-04 0 0 0 2,75E-06 0

5 2500 1500 0 0 1,43E-04 0 -1,24E-05 0 0

6 2500 1500 0 0 0 -1,10E-05 0 0 0

PILES LOCATION X mm Y mm

Pile 1 : 500 750

Pile 2 : 500 2250

Pile 3 : 2500 750

Pile 4 : 2500 2250

Pile 5 : 4500 750

Pile 6 : 4500 2250

CASE LocationLoadtonf

Xmm

Ymm

1 X 35 0 30002 Y 35 0 3000

3 Z -35 0 3000

4 X 35 2500 1500

5 Y 35 2500 1500

6 Z -35 2500 1500

RESULTS SAP2000 v15


Caso X Y Z u1 u2 u3 1 2 3


1 0 3000 1000 2,49E-04 1,57E-04 2,20E-05 0 8,87E-06 -6,30E-05

2 0 3000 1000 1,57E-04 4,84E-04 -6,00E-05 -4,00E-05 0 -1,05E-04

3 0 3000 1000 -2,20E-05 6,00E-05 -7,80E-05 -2,80E-05 -1,00E-05 0

4 0 3000 1000 1,41E-04 0 6,84E-06 0 2,73E-06 0

5 0 3000 1000 0 1,62E-04 -1,80E-05 -1,20E-05 0 0

6 0 3000 1000 0 0 -1,10E-05 0 0 0

1 2500 1500 0 1,41E-04 0 0 0 8,87E-06 -6,30E-05

2 2500 1500 0 0 1,62E-04 0 -4,00E-05 0 -1,05E-04

3 2500 1500 0 -6,84E-06 1,80E-05 -1,10E-05 -2,80E-05 -1,00E-05 0

4 2500 1500 0 1,37E-04 0 0 0 2,73E-06 0

5 2500 1500 0 0 1,44E-04 0 -1,20E-05 0 0

6 2500 1500 0 0 0 -1,10E-05 0 0 0


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