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Machine Foundation Analysis
VERIFICATION MANUAL REV. 12.1-D
TM
CLOCKWORK VERIFICATION MANUAL
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COPYRIGHT
The computer program CLOCKWORK and all associated documentation are proprietary and
copyrighted products. Worldwide rights of ownership rest with NEWTONIAN MACHINES®.
Unlicensed use of the program or reproduction of the documentation in any form, without prior
written authorization from NEWTONIAN MACHINES® is explicitly prohibited.
NEWTONIAN MACHINES®
ANDRÉS DE FUENZALIDA 147
PROVIDENCIA, SANTIAGO, CHILE
Tel: (+56 2) 2 23553800
Email: [email protected]
Web: 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. 1.1 – Dynamic 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
Poisson’s Ratio µ = 0.33
Specific Mass Density ρ = 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 weaver’s 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
b. Problem Description
On a rigid block foundation rests a weaver’s 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
Weaver’s loom mass =
Dynamic Load
Load acts vertically on the foundation block.
Vertical Load P(t)
Fig 2.1 – Dynamic vertical load
from weaver’s loom.
Load Operation Frequency = 9 Hz up to 180 Hz
Number of terms used in Fourier Series = 20
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Rigid Foundation Block Size
Length = 2.0 m
Width = 1.5 m
Height = 1.0 m
Soil
Poisson’s Ratio µ = 0.33
Mass Density ρ =
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 -0.015956 -0.015625±0.000625*
Higher Peak 0.008334 0.008±0.000750*
* Displacement value from Fig. 2-14 [1]
Fig 2.2 – Dynamic 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
b. Problem Description
c. Input Parameters
Weight * f compressor =
Dynamic Load
Load acts vertically on the foundation block.
Vertical Load =
Fig. 3.1 – Dynamic vertical
load
Load Operation Frequency = 7.5 Hz
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Rigid Foundation Block Size
Length = 16 ft
Width = 7 ft
Height = 3 ft
Soil
Poisson’s Ratio µ = 0.33
Mass Density ρ =
Shear Modulus G =
d. Analysis
For this analysis all available methods were used in Clockwork.
e. Results Comparison
Measured Value
Clockwork Displacement Displacement Ref[2] [in]
Zero to Peak 0.0001595 [ft] ≈ 0.001908 [in] 0.0019
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4. TEST CASE 4
a. OVERVIEW
The Foundation from Fig 4.1 was subjected to six load cases in order to compare results
using SAP2000® and Clockwork™.
Dynamic Load Type: Harmonic Excitation Units: SI
Damping and Group Effect were not
considered.
a. PROBLEM DESCRIPTION
A square foundation is loaded on one of its edges
and on the geometric center of gravity of the soil
contact area.
b. PARAMETERS
FOUNDATION PARAMETERS
Number of Piles 4
Pile Diameter 400 mm
Foundation Height 1000 mm
Foundation Length 3000 mm
Foundation Width 3000 mm
Specific Weight 2500 kgf/m3
Soil Stiffness 80 kgf/cm2
Foundation Weight 22500 kgf
Load Location
CASE
Location
Load X Y Z
tonf mm mm mm
1 X 35 0 3000 1000
2 Y 35 0 3000 1000
3 Z -35 0 3000 1000
4 X 35 1500 1500 0
5 Y 35 1500 1500 0
6 Z -35 1500 1500 0
PILES LOCATION X - mm Y - mm
Pile 1 500 500
Pile 2 500 2500
Pile 3 2500 500
Pile 4 2500 2500
Fig 4. 1 – Pile Foundation on SAP2000®
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c. RESULTS - SAP2000® v15
Measured Points Displacements Angular Displacements
CASE X Y Z u1 u2 u3 θ1 θ2 θ3
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
Measured Points Displacements Angular Displacements
CASE
X Y Z u1 u2 u3 θ1 θ2 θ3
mm mm mm m m m rad rad rad
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 on Clockwork 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 θ1 θ2 θ3
mm mm mm m m m rad rad rad
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. 2– Pile
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 Excitation Units: SI Damping 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 fundación : 78,75 kgf
Soil Stiffness 80 kgf/cm2
Fig 5. 1 – Pile Foundation on SAP2000®
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RESULTS - CLOCKWORK v12
Measured Points Displacements Angular Displacements
Caso X Y Z u1 u2 u3 θ1 θ2 θ3
mm mm mm m m m rad rad rad
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 Location Load tonf
X mm
Y mm
1 X 35 0 3000
2 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
Measured Points Displacements Angular Displacements
Caso X Y Z u1 u2 u3 θ1 θ2 θ3
mm mm mm m m m rad rad rad
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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