Title: Monte Carlo simulations for estimating uncertainty in GIS-derived base flood elevations arising from positional errors in vector data
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Permanent Link: http://ufdc.ufl.edu/UF00100767/00001
 Material Information
Title: Monte Carlo simulations for estimating uncertainty in GIS-derived base flood elevations arising from positional errors in vector data
Physical Description: Book
Language: English
Creator: Henderson, Samuel Hanchett, 1976-
Publisher: State University System of Florida
Place of Publication: Florida
Publication Date: 2000
Copyright Date: 2000
Subject: Civil and Coastal Engineering thesis, M.S   ( lcsh )
Dissertations, Academic -- Civil and Coastal Engineering -- UF   ( lcsh )
Genre: government publication (state, provincial, terriorial, dependent)   ( marcgt )
bibliography   ( marcgt )
theses   ( marcgt )
non-fiction   ( marcgt )
Summary: ABSTRACT: Geographic Information Systems (GIS) are increasingly being used to aid in spatially referenced decision making. GIS-derived data are frequently presented without measures of reliability, leading to false certainty in the quality of data. This thesis proposes software implementing Monte Carlo simulations for estimating uncertainty arising from positional error propagation in vector-based GIS. A generic application, the Positional Error Simulator (PES), was developed in ARC/INFO to simulate error in source data sets, carry out spatial analysis, and summarize uncertainty in derived values. This error model was applied to a predictive erosion hazards study conducted for the Federal Emergency Management Agency. This study used GIS to produce estimates of Base Flood Elevation (BFE) for coastal structures at 10-year intervals, 60 years into the future. The analysis is carried out on three data layers: coastal structures, flood zones derived from Flood Insurance Rate Maps, and the erosion hazard area consisting of the current and 60-year projected erosion reference feature. Two representations of BFE are investigated: a zonal-based nominal elevation, and a smoothed or interpolated representation. Traditional Monte Carlo simulations were applied to the Erosion Hazards Study in order to investigate the nature of error propagation in complex GIS analysis. The PES application was used to simulate error in source data sets and summarize variability in reported BFE attributes. Resulting errors are presented at the study-wide and high uncertainty levels, and discussed in reference to error propagation through data layer interactions and spatial functions.
Summary: ABSTRACT (cont.): It was shown that 90% of nominal BFEs returned errors of 1ft or less and 95% of interpolated BFEs had less than 0.5ft of error. Nominal and interpolated BFE errors were as high as 2.5 and 1.25ft respectively. Additional simulations were performed to consider error in individual source coverages, while holding others error-free. These tests allowed the identification of source layer contributions to output uncertainty levels. It was shown that the structure layer contributed the most to output uncertainty. Basic metrics were introduced to compare observed levels of error and expected levels based on individual layer contributions. This data showed that most errors accumulated as expected. Simulation results can be used to express data quality in metadata statements, to appropriately represent spatial data, and to validate data collection and processing methods through a suitability framework. A major consideration is the time and computer storage requirements for implementing simulations. Care must be taken in the interpretation of output uncertainty estimates as the value of summary statistics are largely based on unpredictable realized error distributions.
Summary: KEYWORDS: geographic information systems, GIS, error, accuracy, Monte Carlo, simulations, propagation, base flood elevation, erosion
Thesis: Thesis (M.S.)--University of Florida, 2000.
Bibliography: Includes bibliographical references (p. 122-126).
System Details: System requirements: World Wide Web browser and PDF reader.
System Details: Mode of access: World Wide Web.
Statement of Responsibility: by Samuel Hanchett Henderson.
General Note: Title from first page of PDF file.
General Note: Document formatted into pages; contains vii, 127 p.; also contains graphics.
General Note: Vita.
 Record Information
Bibliographic ID: UF00100767
Volume ID: VID00001
Source Institution: University of Florida
Holding Location: University of Florida
Rights Management: All rights reserved by the source institution and holding location.
Resource Identifier: oclc - 47681896
alephbibnum - 002678724
notis - ANE5951


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Copyright 2000


Samuel Hanchett Henderson


I would like to express my sincere appreciation for all those who have helped me

through this master's thesis. Particular thanks go to my advisor, Dr. Bon Dewitt, for

selflessly providing an open door and constructive criticism. His observations

contributed a great deal to this research. I also wish to thank my other committee

members, Dr. Scot Smith and Dr. Timothy Fik, for their useful comments and


Thanks go to my fellow graduate students who provided support and comic relief,

and to 3001, Inc. for providing the data and means to carry out this study. I am indebted

to Sandra Russ and Joan Jones for their warm humor and for keeping me on track and in

line. Finally, I would like to thank my parents, William and Ann Henderson, for their

love, support, and encouragement.



A C K N O W LE D G M EN T S .............. ..............................................................................iii

A B S T R A C T ................................vi.............................


1 INTRODUCTION..................... ............. 1

2 BA CK GROUN D .................. .................................................. ...... ...... 5

Spatial D ata Q quality .............. ........ . ...... .. ........................................ ............. ....... 5
Positional D ata Q quality ....................................... ................ .. ........ .. 7
E rror T ypes.................................................................................. 7........ 7
A accuracy and Precision ................................... .... .......... ........ ......... .. 8
A accuracy A ssessm ent........................................... ... ............... ....... ................ .. 10
Error Propagation ................. ................................. .................... 11
M onte C arlo Sim ulation ...... ............................................................ ...... 13
R elated S tu d ie s ............... ....................... ........................................ 14
R aster-B ased Studies............................................. ................................. ..... 15
V ector-Based Studies ................................................... ............ ...... ...... .. 17
Hunter and Goodchild's Vector Uncertainty Model....................................... 19

3 EROSION HAZARDS STUDY ........... .................................. 21

D ata L a y e rs ...................... ................ ......................................................... 2 1
E erosion H hazards A analysis ................................. ............................... ....................... 23

4 METHODS......................................... 29

Creating Data Realizations........................... ............................... .............. 30
D eriving U uncertainty E stim ates ........... ......... ...... ......... ..................... .............. 35
Application to Erosion Hazards Study ........ ........................ .............. 37

5 RESULTS AND D ISCU SSION .............. .......................................................... 39

S am ple R esu lts ........... ......... ................ ................. ...................................39
Study-Wide Results........................ ......... ................. 45
H igh U uncertainty Cases..................................................................... .............. 48

U se fu ln e ss .............................................................................. 5 1
Isolating E rror C contributors .......................................................................................... 54

6 C O N C LU SIO N .............. ............................... ................ ... ................... ..... .......... 64

APPEND IX CODE ......... ............................ .. ........ ...... .......... 69

Fema.aml .............. .................................................. 69
Pes.am l ........................................ ................... 80
P e s m a in .a m l ................................................................................................................ 9 9
Pes m ain.m enu ......................................... 102
Pes add.m enu ................................. ...................................... 106
R an d g en .c .............................................. .................. 10 7
F a t2 rrt.c ....................................................................................................................... 1 1 9

LIST OF REFERENCES .......................................... 122

BIOGRAPHICAL SKETCH ........................................ 127

Abstract of Thesis Presented to the Graduate School
of the University of Florida in Partial Fulfillment of the
Requirements for the Degree of Master of Science



Samuel Hanchett Henderson

December 2000

Chairman: Bon A. Dewitt, Ph. D.
Major Department: Civil and Coastal Engineering

Geographic Information Systems (GIS) are increasingly being used to aid in

spatially referenced decision making. GIS-derived data are frequently presented without

measures of reliability, leading to false certainty in the quality of data. This thesis

proposes software implementing Monte Carlo simulations for estimating uncertainty

arising from positional error propagation in vector-based GIS. A generic application, the

Positional Error Simulator (PES), was developed in ARC/INFO to simulate error in

source data sets, carry out spatial analysis, and summarize uncertainty in derived values.

This error model was applied to a predictive erosion hazards study conducted for

the Federal Emergency Management Agency. This study used GIS to produce estimates

of Base Flood Elevation (BFE) for coastal structures at 10-year intervals, 60 years into

the future. The analysis is carried out on three data layers: coastal structures, flood zones

derived from Flood Insurance Rate Maps, and the erosion hazard area consisting of the

current and 60-year projected erosion reference feature. Two representations of BFE are

investigated: a zonal-based nominal elevation, and a smoothed or interpolated


Traditional Monte Carlo simulations were applied to the Erosion Hazards Study

in order to investigate the nature of error propagation in complex GIS analysis. The PES

application was used to simulate error in source data sets and summarize variability in

reported BFE attributes. Resulting errors are presented at the study-wide and high

uncertainty levels, and discussed in reference to error propagation through data layer

interactions and spatial functions.

It was shown that 90% of nominal BFEs returned errors of Ift or less and 95% of

interpolated BFEs had less than 0.5ft of error. Nominal and interpolated BFE errors were

as high as 2.5 and 1.25ft respectively. Additional simulations were performed to consider

error in individual source coverages, while holding others error-free. These tests allowed

the identification of source layer contributions to output uncertainty levels. It was shown

that the structure layer contributed the most to output uncertainty. Basic metrics were

introduced to compare observed levels of error and expected levels based on individual

layer contributions. This data showed that most errors accumulated as expected.

Simulation results can be used to express data quality in metadata statements, to

appropriately represent spatial data, and to validate data collection and processing

methods through a suitability framework. A major consideration is the time and

computer storage requirements for implementing simulations. Care must be taken in the

interpretation of output uncertainty estimates as the value of summary statistics are

largely based on unpredictable realized error distributions.


Geographic Information Systems are increasingly being used to aid in spatially

referenced decision making. GIS encompasses users from federal governments to

environmental researchers, and the results of GIS analyses are used to support decision

making in fields from emergency vehicle dispatch to environmental modeling. GIS

provides efficient and largely automatic modeling of geographic phenomenon by

allowing numerous datasets to be assembled, stored, combined and queried.

By generically handling spatial data, supporting an array of data formats, and not

accounting for basic accuracy information, GIS is a hotbed of error propagation.

Furthermore, the digital mapping environment has led to false certainty in data quality

(Thapa and Bossler, 1992). Because basic data quality statements such as scale and

resolution are neither retained nor used as limiting factors to the types of operations that

may be carried out, GIS products may be applied to uses for which they were never

intended (Goodchild, 1993). Lanter and Veregin (1992) have clearly summarized the


A GIS provides a means of deriving new information without
simultaneously providing a mechanism for establishing its reliability. In
such applications input data quality is often not ascertained, functions are
applied to these data without regard for the accuracy of derived products,
and these products are presented without an associated estimate of their
reliability or an indication of the types of error they may contain. (Lanter
and Veregin, 1992, p. 825)

The uncertainty problem is a major topic in the research field. Since the

computerization of geographic analysis, researchers have been concerned with the

presence, quantification, and visualization of errors in spatial databases. In the last

decade, the National Center for Geographic Information and Analysis (NCGIA) and the

University Consortium for Geographic Information Science (UCGIS) have highlighted

spatial data quality as a key research initiative. The Federal Geographic Data Committee

(FGDC) has required data quality information to accompany all spatial data in

accordance with the Spatial Data Transfer Standard and the Content Standard for Digital

Geospatial Metadata (FGDC, 1998a).

There are few practical tools for dealing with uncertainty in GIS (Veregin, 1989a;

Canters, 1997; Hunter and Goodchild, 1999a). In search of automated solutions, many

researchers have concluded that traditional mathematical error propagation techniques

cannot be applied to complex GIS analysis and have focused on computer simulation

methods as a practical alternative. Despite significant advances, comprehensive tools

have not been implemented in popular GIS software.

This thesis provides a method for estimating uncertainty in GIS-derived values

arising from positional errors in vector data. Similar error analyses have been conducted

on simple GIS operations such as the determination of area and length, point-in-polygon

overlay, and buffer operations. There has been no application of a vector-based

simulation model to a substantial GIS analysis consisting of chains of multiple functions

and data layers.

This thesis investigates attributes derived in an Erosion Hazards Study conducted

by the Federal Emergency Management Agency. This study (discussed in depth in

Chapter 3) derived two measures for the Base Flood Elevation of coastal structures: a

zonal-based nominal elevation and a smoothed or interpolated representation. In

addition, a model was implemented to estimate these variables at 10-year intervals over a

60-year period. This study is a complex GIS analysis in which error propagation is

expected to play a major role on the quality of derived values.

The goal of this thesis is to apply traditional Monte Carlo simulations to the

Erosion Hazards Study in order to investigate the nature of error propagation in GIS. The

underlying hope of this research is that the algorithms introduced and problems revealed

will lead to new directions for future research. To address these goals, the following

questions are investigated.

1. What levels of uncertainty exist in derived Base Flood Elevations?

2. What are the potential uses and limitations of the proposed error model and the

resulting uncertainty data?

3. Which data layer contributes the most to output uncertainty?

4. How do errors from individual inputs accumulate during spatial analysis?

The proposed error model is formalized into a generic application, the Positional

Error Simulator (PES), for the simulation of vector data and estimation of uncertainty in

GIS derived information. This proposed software is a substantial improvement on a

similar model developed by Hunter and Goodchild in 1996. Although the theories and

algorithms presented in this thesis can be applied in any GIS, they were specifically

implemented in ARC/INFO. This choice is supported by the popularity of the software

and the availability of the Arc Macro Language (AML). ARC/INFO terminology will be

used throughout this document.

This thesis is divided into six chapters and one appendix. Chapter 2 provides

background on spatial data quality and highlights the importance of positional data

quality. Mathematical and simulation-based methods for error propagation are

introduced. A brief review of related research is presented, concluding with a description

of Hunter and Goodchild's uncertainty model. Chapter 3 discusses the algorithms used to

derive base flood elevations for the Erosion Hazards Study. Chapter 4 presents the

proposed error model, the practical software written for ARC/INFO, and describes how

the model was applied to evaluate error propagation in the Erosion Hazards Study.

Chapter 5 reports the results of the case study error analysis and goes over practical uses

for the uncertainty information. A discussion of the results, and overall evaluation of the

model is also provided. Chapter 6 summarizes work done and conclusions made. The

appendix contains AML and C code written for this study.


Before the introduction of a positional error model written for this study, some

background information is presented. A general discussion of spatial data quality is

offered, highlighting the importance of positional information and clarifying terms

associated with error-description. Next, the concept of error propagation is introduced,

drawing distinctions between traditional variance propagation and simulation methods.

Lastly, a review of related research is presented, including a description of a similar

vector based error model developed by Hunter and Goodchild.

Spatial Data Quality

The term error is used loosely in GIS literature. From discussions of image

classification accuracy to topological problems such as overshoots, dangles, and slivers,

errors may exist in virtually every aspect of a spatial database. Fundamentally, GIS data

are made up of position and attribute information. The positional or spatial component

defines where on the earth's surface features exist while the attribute or thematic

component describes what the objects represent. Data quality refers to how well position

and attribute information portray real-world entities. The differences between the

physical truth and the digital representation, whether they are positional or attribute in

nature, are generically termed errors.

A great deal of research has focused on describing, quantifying, and representing

these differences, resulting in an abundance of error descriptors. Error, reliability,

uncertainty, accuracy, precision, resolution, and scale are often used interchangeably and

sometimes incorrectly in reference to spatial data quality (Goodchild, 1993).

All spatially referenced data are subject to errors introduced during the data

collection process. The magnitude of error is largely dependent on the data collection

method, and to a lesser degree on the refinement of the processing methods (Goodchild,

1993). Thapa and Burtch (1991) recognizes primary and secondary methods of data

collection in GIS. Primary methods include those that directly measure the position of

features, including surveying, GPS, photogrammetry, and remote sensing. Secondary

methods involve obtaining geospatial data from existing documents through digitizing or

scanning. GIS databases are often composed of data from both primary and secondary

sources, and therefore are subject to varying types and degrees of error.

Data quality has formally been described by various government organizations

including the Federal Geographic Data Committee. The Content Standards for Digital

Geospatial Metadata (FGDC, 1998a) and the Spatial Data Transfer Standard (USGS,

1997) refer to five components of spatial data quality: lineage, positional accuracy,

attribute accuracy, logical consistency, and completeness. Lineage refers to the

documentation of data collection and conversion methods leading to a data set's final

digital representation. Positional accuracy describes the spatial extent of uncertainty in a

digital data set and may be divided into horizontal and vertical components. Attribute

accuracy consists of numerical estimates of variability in object properties. Logical

consistency refers to the topological correctness of the dataset. Completeness describes

rules used in the creation of the data set such as sampling methods, omissions, and

definitions. A final spatial data quality component can be identified as temporal

accuracy. Although it is not listed as an independent component, the standards recognize

its importance and call for its inclusion in each of the other quality statements.

The FGDC requires all government funded spatial data products to be

accompanied by adequate metadata in accordance with the CSDGM. In addition, data

users in the private sector are increasingly requiring metadata documents alongside GIS

products. To produce these documents, users must provide estimates for the quality of

GIS layers and derived products.

Although position and attribute components are often handled independently, both

must correctly reflect the geographic truth in order to faithfully represent spatial data.

The full functionality of GIS is only realized through the generic handling of multiple

thematic layers over a common spatial extent. This requires all data to be referenced to a

common coordinate system or positional measurement scale. Positional data quality is

therefore a fundamental aspect of data quality.

Positional Data Quality

Positional Error is the difference between a measured value and the true value.

Because no measurements are exact, the true value is only a theoretical quantity, and

similarly, all representations of error are estimates. The mean of a group of repeated

observations is often used as an estimate of the true value.

Error Types

Spatial data are subject to three types of errors: random, systematic, and gross

blunders. Random errors are the perturbations in data primarily due to the inexactness of

the measurement process, arising through variability in human observations and

equipment. The variation in a human's vision while reading an instrument may cause

fluctuations in the data around the hypothetically true value. Random errors follow the

laws of probability; they are more likely to be small than large, and just as likely to be

positive or negative (Wolf and Ghilani, 1997). Systematic errors are usually the result of

instrument miscalibrations causing all values to be shifted to one side, creating an

imbalance in the data. Blunders are simply mistakes in the observation or recording of a


Although all data entering a GIS are subject to all three types of errors this

research assumes that the data have been adequately processed to identify and remove

systematic errors and blunders. Data derived by secondary methods (i.e. scanning,

digitizing) further complicate the detection and removal of non-random errors. Assuming

only the presence of random errors in derived data is fundamentally incorrect but

practically unavoidable without advanced models for error propagation in data

conversion techniques. Stanislawski, Dewitt, and Shrestha (1996) did propose such a

model for evaluating error propagation through digitizing trials and subsequent

transformations using least squares. They were able to quantify absolute and relative

accuracies and effectively model systematic errors. Generally, however, the lineage

information needed to track systematic errors through various conversions is not

available, nor computationally feasible. Random errors cannot be removed from a

database. Further discussion of error in this thesis will refer only to random errors.

Accuracy and Precision

The concept of accuracy is closely related to quality although it takes on a formal

definition in regards to positional quality. Accuracy is the nearness of a measured

quantity to its true value (Wolf and Ghilani, 1997). Positional accuracy specifically

refers to the nearness of observed values to the feature's true position in the same

coordinate system (Drummond, 1995). Positional accuracy is often quantified by root

mean square error or simply RMSE (Anderson and Mikhail, 1998; Drummond, 1995).

RMSE values are calculated for each point as follows.

(Xmes, Xtr X j (y tY
Sn F n

True coordinates are simply values attained through a higher accuracy method.

Combining the X and Y components into a single error descriptor gives the following

equation known as circular, horizontal, or radial RMSE (FGDC, 1998c).


The term precision has two different although related usages in the spatial data

field. Most data quality research refers to precision as the number of significant figures

in a measurement (Goodchild, 1993). For example the number 154.234 is more precise

than the number 154.23. This is often referred to as arithmetic or reporting precision.

In terms of measurement theory, precision is the degree of refinement or

consistency in a measurement process (Wolf and Ghilani, 1997). It describes the

closeness of repeated observations to one another, regardless of their relation to the true

value. Although a group of observations may be very precise, systematic effects may

have caused all measurements to be of poor accuracy (Wolf and Ghilani, 1997). Standard

deviation is typically used to measure precision (Drummond, 1995) and is calculated by


where xis the most probable or mean value, x, is the ith measurement, and n is the number

of observations.

Accuracy Assessment

The Spatial Data Transfer Standard (SDTS) identifies four methods for assessing

positional accuracy of a digital dataset (USGS, 1997). The first, by deductive estimate,

calls for practical estimates of errors in source data and assumptions made about error

propagation. Secondly, internal evidence such as redundancy checks or adjustment

statistics may be used. Third, comparison to source, calls for the visual comparison of

derived data from source data if such a situation is possible. The fourth and preferred test

of positional accuracy is by comparison to an independent source of higher accuracy.

Traditional accuracy standards such as the National Map Accuracy Standard

(NMAS), the American Society for Photogrammetry and Remote Sensing (ASPRS)

Accuracy Standards for Large-Scale Maps, and the FGDC's Geospatial Positioning

Accuracy Standards, are formal methods for implementing the higher accuracy tests.

These standards call for independent treatment of horizontal and vertical accuracy

assessment. Only the horizontal component will be discussed here.

Although the current version of the National Map Accuracy Standards (NMAS)

was developed in 1947, it is still widely used. NMAS calls for the testing of well-defined

points by a source of higher accuracy. In order to meet the specification, 90% of test

points must be within a certain distance, determined by map scale, of the higher accuracy

location. For map scales larger than 1:20,000, the allowable error tolerance is 1/30 of an

inch at map scale. For scales smaller than 1:20,000, error must be within 1/50 of an inch

(USGS, 1999)

The ASPRS accuracy standards also link accuracy to map scale. Unlike the

NMAS, the ASPRS standards provide numerous class levels and acceptable error

tolerances for map scales larger than 1:20,000 (ASPRS, 1990). In addition the standards

require a minimum of 20 checkpoints.

Part 3 of the Geospatial Positioning Accuracy Standards is called the National

Standard for Spatial Data Accuracy (NSSDA) (FGDC, 1998c). The NSSDA is the

current standard for digital data. The standards recognizes that in a digital environment,

map scales can easily be modified and quickly loose their original meaning. To describe

accuracy of digital data, the NSSDA requires the reporting of RMSE at the 95%

confidence level. The standards also require at least 20 well-defined checkpoints.

Although positional accuracy standards can be used as a basis for data quality

statements, data producers usually lack the budget and time required to collect a

sufficient number of check points. Furthermore, the abstract nature of many data sets

precludes the identification of well-defined points. Rather, data quality statements are

usually based on deductive estimates. The user is therefore required to make assumptions

about source errors and the accumulation of the errors during data conversion and


Error Propagation

Error propagation is the technique used to evaluate errors in computed quantities

based on an understanding of how these errors accumulate through computational

functions (Anderson and Mikhail, 1998). The distribution of original errors through a

computational process will result in an augmentation of error in the result (Wolf and

Ghilani, 1997). Standard deviation is traditionally used to describe error in observed

quantities and output values derived through functions of those quantities (Anderson and

Mikhail, 1998).

Formulas can be developed for the mathematical evaluation of error propagation,

formally known as variance propagation. The special law ofpropagation of variances

can be used to evaluate error transmitted through a single function Z. With a,b,c...n

representing be observed variables with known random and independent errors o, ob, c,

o,, the error in Z can be derived by partial derivates (Anderson and Mikhail, 1998).

Sa) ab) ac) an)

To propagate error through multiple functions and to handle correlated variables,

the general law ofpropagation of variances must be used. (Wolf and Ghilani, 1997;

Anderson and Mikhail, 1998). This is accomplished by computing a variance-covariance


=zz = AXAT

where Xzz is the covariance matrix for the function, A is the coefficient matrix of partial

derivates known as the Jacobian matrix, and I is the covariance matrix for the

measurements. For non-linear functions, the partial derivatives in the Jacobian matrix

can be estimated by a first-order Taylor series expansion (Wolf and Ghilani, 1997).

Openshaw (1989) recognizes that, in theory, existing mathematical error

propagation techniques can be used to evaluate error in GIS derived products. However,

in practice, he notes that the complexity of spatial operations and the combination of

these functions leave formulas very difficult if not impossible to develop. For complex

spatial analysis, Openshaw (1989), Goodchild (1995), Drummond (1995), and Kiiveri,

(1997) recognize that the propagation of error can only be practically modeled through

Monte Carlo simulations.

Monte Carlo Simulation

Monte Carlo methods are used to simulate real-world situations using random-

number generators. Chou (1969) identifies two requirements for applying the method, a

model of reality and a mechanism to simulate the model. Applied to evaluating error

propagation, the model is the expected probability distribution of error, and the

simulation mechanism is a random number generator. Goodchild (1995) states Monte

Carlo methods can be used to estimate uncertainty in GIS outputs by simulating inputs

with distorted datasets or realizations based on their estimated uncertainties. Although

these realizations are fictitious, they are derived from the expected probability

distribution and therefore are equally possible representations. By replacing observed

data with appropriately distributed random data, and allowing each simulation to progress

through an identical series of functions, the variability in results can be summarized to

assess the reliability of GIS output.

Openshaw (1989) has outlined a generic Monte Carlo approach for evaluating

uncertainty in GIS derived products.

1. Decide what levels and types of error exist in source data.
2. Replace the observed data (position and/or attribute) by a set of random
variables drawn from appropriate probability distributions.
3. Apply a sequence of GIS operations to the Step 2 data.
4. Save the results.
5. Repeat Steps 2 to Step 4, N times.
6. Compute summary statistics.

Openshaw realizes that, in many cases, the magnitude and/or distribution of errors

in source data may not be known. However, reasonable assumptions about input errors

will still indicate plausible boundaries for output data quality. He also states that a key

problem is determining the appropriate value of N. If too few iterations are used, the

validity of summary statistics may be in question. On the other hand, increasing N may

result in additional computational time without adding statistical significance. Openshaw

recommends a minimum of 20 to 30 iterations to validate statistical summaries.

The simulation method can be universally applied to virtually any data type and

anlaysis, despite its level of complexity (Canters, 1997; Openshaw, 1989; Goodchild,

1995). In addition the concept is logical and easily grasped by novice users.

Furthermore, the method does not require the use of complex mathematics.

The major cost to the simulation method is the increase in required computer

processing time. As most GIS production schedules are strained to carry out an analysis

one time, repeating the analysis Ntimes is costly and in many cases not feasible. The

primary advantage of mathematical models over simulations is that they can be applied

on-the-fly and can be applied to new situations of the same function (Huevelink,

Burrough, and Stein, 1989)

There are numerous applications for the simulation-derived data. The results may

accompany each database at the record layer and used as estimates in other analyses. The

results can be summarized for the inclusion in metadata documents as data quality

statements. The results can be used to correctly represent the quality of GIS-derived data

by limiting the precision of reported attributes. Also, Openshaw (1989) recognizes the

contribution of output errors from different inputs may be isolated by holding some

inputs as error free. This information would prove invaluable to project planners and will

be discussed in detail in Chapter 5.

Related Studies

A common goal among researchers in the data quality field is to establish models

that describe types and magnitudes of errors in source data, track errors through spatial

functions, and report uncertainty information alongside GIS outputs (Goodchild, 1989,

1993; Guptill, 1989). This goal remains an ideal, as few methods exist for the automatic

handling of uncertainty information. When organizing the large body of literature

dealing with data quality and GIS, broad distinctions can be made based on data type

(raster or vector), component type (positional or attribute) and model type (simulation or

variance propagation). Goodchild (1995) and Lanter and Veregin (1992) have stated that

examining spatial and thematic accuracy independently is not desirable. However, due to

the complexities of the actual operations in use, the derivation of all-inclusive errors

models is largely implausible. Although this research is only concerned with positional

error propagated through spatial functions in a vector environment, many attribute and

grid-based studies have contributed to the derivation of vector-based models. In order to

place this research among others, a brief review of related work follows.

Raster-Based Studies

The majority of research has concentrated on the propagation of errors in the

raster environment. It is generally recognized that error propagation in raster or field data

is somewhat easier than in vector or object based data (Goodchild, 1989). In many of

these studies, the complexities of error propagation are reduced by holding grid cell

positions fixed and only considering errors in the values or attributes of grid cells,

allowing the accumulation of errors during raster overlay to be assessed by traditional

mathematical error propagation on a cell-by-cell basis.

Research dealing with error propagation in the raster environment falls into two

fundamental categories: thematic and elevation studies. In thematic related work,

Heuvelink, Burrough, and Stein (1989) applied standard mathematical error propagation

techniques to evaluate simple arithmetical operations in a raster environment. By only

considering basic operations and applying them on a cell-by-cell basis, output errors were

modeled with Taylor series expansions and traditional variance propagation. Fisher

(1991a) uses simulations to find errors in monetary costs associated with soil map-unit

inclusions. Lanter and Veregin (1992) propagate errors through raster overlay using

variations of the traditional PCC (points correctly classified) index. Goodchild, Guoqing,

and Shiren (1992) proposed an error model for thematic data based on stochastic

simulations and used it to evaluate uncertainty in area and overlay operations on land-

cover maps. Veregin conducted several studies on error modeling in a raster

environment, concentrating on overlay (1989a and 1995) and buffer operations

(1994,1996). In 1994 he used Monte Carlo simulation as a basis for creating formal

mathematical models for error propagation. He argues that simulation modeling is too

computationally intensive to be practically applied in GIS and that simulation studies

have only led to anecdotal observations. Based on simulation results, he defines models

that propagate error through the buffer operation. He argues that these models can then

be applied to other buffer operations to achieve uncertainty information in real-time,

without performing time-consuming simulations. Both Canters (1997) and Yuan (1997)

use Monte Carlo simulations to evaluate uncertainty in area estimation based on errors in

image classification. Arbia, Griffith, and Haining (1998) also use simulations to model

error in basic raster overlay functions.

Much of the work in raster uncertainty propagation has focused on errors arising

in data derived from digital elevation models (DEMs). Hunter and Goodchild have

produced a considerable amount of research in this area. In 1994, they used simulations

to evaluate uncertainty in areas burnt by forest fires in Portugal. These areas were

primarily identified by a slope and aspect analysis of the DEM. In 1995b, Hunter and

Goodchild reviewed various methods for evaluating the uncertainty of an elevation value

interpolated from a DEM. In 1997, Hunter and Goodchild apply their model to slope and

aspect measures. Ehlschlaeger, working with Goodchild (1994) also described

uncertainty in elevations derived from DEM interpolation. Fisher (1991b) uses Monte

Carlo simulations to evaluate uncertainty in viewshed areas. Lee, Snyder, and Fisher

(1992) used simulations to model data errors in floodplain feature extraction. Wechsler

(1999) built a practical set of tools in the ArcView GIS environment to evaluate basic

DEM uncertainties including slope and aspect calculations through Monte Carlo

simulations. Davis and Keller (1997) combined simulations and fuzzy models to

evaluate slope stability.

Vector-Based Studies

Of particular relevance to this research are the few models proposed to deal with

uncertainty in vector data. The epsilon band model is a general approach to describe

uncertainty around lines. Although some differences in definition exist, the model

fundamentally states that a line's digital representation will fall within some distance

epsilon from the true line, the likelihood of which is described by a probability density

function (pdf). Dunn, Harrison, and White (1990) identify three common pdfs in use

with the epsilon model: rectangular, bell-shaped, and bimodal. Blakemore (1984) used

the epsilon approach to assess point-in-polygon overlay errors, by dividing the polygons

into zones described as definitely in, possibly in, possibly out, and definitely out. Dunn,

Harrison, and White applied the model to digitizing trials in order to assess uncertainty in

the areas of polygons. Goodchild (1995) criticized the epsilon band as not meeting the

requirements of a formal error model by providing no means for generating distorted

versions of the data.

Realizing that the majority of digital vector data has entered the GIS through a

digitization process, it is logical to assume that the positional uncertainty present in

source data will follow magnitudes and distributions revealed by repeating digitizing

trials. Studies of digitizing error are therefore important to describe the positional

uncertainty present in source data, leading to more plausible models of error propagation.

Bolstad, Gessler, and Lillesand (1990a and 1990b) used linear models to estimate

errors in the digitization process due to map media, point type, and registration effects.

In their study, four operators repeatedly digitized the same map. Differences between the

digitized points and means, revealed a normal bell shaped distribution. Maffini, Arno,

and Bitterlich (1989) investigate error through a series of digitizing trials. They used the

results of these tests to make general statements about the nature of error, similar to the

epsilon-model. Ehlers and Shi (1996) use traditional variance propagation models to

describe positional uncertainty in points collected through digitizing. Their vector model

of digitizing error is based on the assumption of normally distributed independent errors

in the coordinates of points. Shi (1998) further developed his statistical model to

incorporate uncertainty from one- to N-dimensional space, allowing for the inclusion of

spatio-temporal relationships. Leung and Yan (1998) provide a similar set of point-based

models for describing positional uncertainty in vector databases. Like Shi, they also

assume a circular normal distribution around points and line vertices to describe error in

points, lines, and polygons. They apply their model to evaluate uncertainty arising in

basic spatial functions such as length and area.

A few authors disagree that such a point-based error model can be applied to lines

and polygons. Goodchild (1993) argues that in regards to digitizing errors, positional

uncertainty in a line cannot be adequately represented by independent errors in line

vertices. Rather, he argues, the digitizing operation produces vertices whose error is

highly correlated. Also, misregistration errors will tend to produce uniform shifts that

can only be described by assuming some degree of correlation in the digitized line.

Openshaw (1989) also argues that lines are subject to correlated errors.

Emmi and Horton (1995) used Monte Carlo simulations to evaluated error

propagation in an assessment of seismic risk. They considered errors in the position of

ground shaking intensity boundaries. However, in order create the random perturbations

of vector data they did not draw on rigorous statistical theory. Instead they adopted a

software-friendly solution of densifying arcs, applying a weed tolerance to shift arcs, and

generalizing arcs. This in effect randomized the position of arcs and points but does so in

a manner that cannot guarantee normally distributed data.

Hunter and Goodchild's Vector Uncertainty Model

The practical research of vector-based error propagation utilizing simulation

techniques has come from Hunter and Goodchild. In 1996 Hunter and Goodchild

proposed a model that creates distorted vector datasets based on estimated positional

errors. The algorithms in this work are largely based on their previously developed

model for raster data. These random datasets or realizations can then be used in a

simulation model, which in turn can assess error propagation through spatial analyses and

provide an estimate for uncertainty in end products. The model makes two assumptions:

1) that the error at line vertices behaves in a circular normal distribution, and 2) that the

error's x and y components are independent. The model produces realized vector files

through the use of two normally distributed error grids: one for each x and y components.

By overlaying the error grids with the original vector data, a distorted but equally likely

version is created.

Hunter and Goodchild apply the model to assess uncertainty in polygon areas,

point-in-polygon overlay, and vector to raster conversion (1999a). After estimating

positional errors present in the polygon vertices based on source map scale and

digitization trials, 20 realizations of the polygon coverage were created. To represent

uncertainty in reported areas, they calculated the mean and standard deviation for each


The vector uncertainty model of Hunter and Goodchild is available as AML and

C code on the author's website. The software produces data realizations from

ARC/INFO coverages based on estimated input errors. Because the positional errors are

generated and stored in the ARC/INFO GRID format, the algorithm has several

limitations. The user is required to choose a grid-cell spacing as input to the model. Any

points, lines, and nodes falling within a single grid cell will have identical error

distributions applied. If the grid spacing is too large, the realizations of certain features

will be completely autocorrelated. If the spacing is too small, the algorithm slows

considerably as x,y coordinate shifts are unnecessarily calculated for cells having no

corresponding vector data. Furthermore, the application does not allow for any spatial

analysis to be carried out, nor does it automate the calculation of uncertainty in derived


This thesis proposes a similar but improved vector uncertainty model, discussed

in depth in Chapter 4. The proposed model avoids the use of GRID by generating and

applying random errors in C. The choice of grid-cell spacing is avoided, ensuring all

points, vertices, and nodes have independent random error. In addition the proposed

model facilitates the application of any generic analysis and the automatic calculation and

linkage of uncertainty information to GIS outputs.


3001, Inc. recently completed a substantial GIS analysis as an integral part of the

national Evaluation of Erosion Hazards study conducted by the Federal Emergency

Management Agency (FEMA). The goals of the project were to evaluate the "economic

impact analysis of erosion on coastal communities and on the NFIP [National Flood

Insurance Program]" (FEMA, 1998, p. 1). This study compiled over 10 thematic layers

for 27 counties in 18 coastal and Great Lakes states. 3001, Inc. collected GPS data on

sampled coastal structures and attached over 100 descriptive attributes by overlaying

assessment, parcel, flood zone, and erosion hazard layers. Using historical erosion rates,

the study predicted relative positions of data layers over a 60-year period.

Data Layers

This analysis focuses on three fundamental data layers from the Erosion Hazards

Study: Structures, the Erosion HazardArea, and Flood Zones. Figure 1 shows an aerial

photograph over a sample study area in Dare County, North Carolina. The three data

layers are overlaid on the image and depicted individually in Figure 2.

.., ..... \ \

Figure 1: Sample source data layers in Dare County, North Carolina.

10 10 13 16

a) Structures. b) Erosion Hazard Area. c) Flood Zones of Base
Flood Elevation (BFE).
Figure 2: Erosion Hazards Study source data layers.

The Structure data set (Figure 2a) is a point coverage of sampled coastal

buildings, collected with real time differentially corrected GPS (3001, 1998a). This

observation was usually made from the street, from which a bearing and offset was

applied to shift the point to the building. Although numerous structure attributes were

collected for the study such as house number, address, and structure condition, only the

x,y coordinates of the structure are of interest to this research.

The Erosion HazardArea (EHA) (Figure 2b) is a polygon that represents "an area

where erosion or avulsion is likely to result in damage to or loss of buildings and

infrastructure within a 60-year period"(FEMA, 1998, p. 1). The EHA is bordered on the

ocean-ward side by the Current Erosion Reference Feature (CERF). The CERF line is a

primary indicator of erosion that represents the "receding edge of a bluff or eroding

frontal dune or the normal high-water line, or the seaward line of permanent vegetation"

(3001, 1998b, p. 1). The landward extent of the EHA is the Projected Erosion Reference

Feature (PERF) line representing the estimated 60-year position of the ERF based on

historical erosion rates. It is expected that the CERF will migrate to the position of the

PERF over the 60 year period.

Figure 2c shows the Flood Zone layer derived from FEMA's Flood Insurance

Rate Maps (FIRM). FIRM maps identify degrees of risk in flood prone areas. This data

set is a polygon coverage delineating zones of varying Base Flood Elevation (BFE). BFE

is an estimate of the water height in the event of a 100-year flood, decreasing in the

landward direction from the coastline. For example, if a person was standing at a point

with an elevation of 10 feet, and was in a zone with a BFE of 15, the person would be

standing in five or more feet of water during a 100-year flood (3001, 1998c). All BFE

values are in feet relative to the vertical datum of NGVD29.

Erosion Hazards Analysis

The portion of the Erosion Hazards Study of relevance to this research involves

the attachment of BFE values to coastal structures. Finding the BFE of each structure is a

simple case of vector overlay: However, two additional analyses were carried out which

complicated the study. The first task involved interpolating the location of flood zones

over the 60-year span. The second task was an attempt to represent the stepped-nature of

polygon BFEs as a more realistic smooth line.

Just as the CERF is expected to progress into the PERF over the 60-year span, the

flood zone polygons are also expected to move accordingly. In order to estimate the

BFEs of structures 60 years into the future, flood zone polygons needed to be shifted

landward, the magnitude and direction of which being controlled by the erosion hazard

progression. Ideally, this was to be accomplished by digitally migrating the flood zone

polygons in 10-year intervals, resulting in six additional datasets (10,20,30,40,50, and 60-

r), allowing each structure's BFE to be determined over the 60-year period by overlay.

However, the algorithms involved in such a non-uniform migration of flood zone

polygons proved to be too complex and generated numerous topological problems.

Project members agreed that instead of shifting polygon zones landward, the same effect

was accomplished by migrating the structures points ocean ward. This migration would

also follow the erosion hazard progression although in the opposite direction. Although

the structures do not in reality move toward the ocean, the relative temporal-spatial

relationships between the structures and flood zones could be realized while allowing

complex polygon layers to remain static.

To facilitate this relative structure migration, a transect was defined as a line

through the structure perpendicular to the CERF. This was accomplished in ARC/INFO

with the NEAR algorithm, which finds the position on the line nearest to the structure,

therefore resulting in the perpendicular point of intersection. Each structure was assigned

an EHA i ithh defined as the transect length falling within the EHA (Figure 3). It is

expected that a structures erosion-risk will progress along the transect expanded over the

width of the EHA. Once the EHA width is found, and the azimuth of the transect line is

known, projected structure positions are calculated along the transect such that the 60-

year structure is the distance of the EHA width from the original position, and the 10-year

interval positions are equally spread in between (Figure 4). Figure 5 shows how the

geometry of the EHA controls the magnitude and direction of the progression, and in

turn, the projected structure positions. By overlaying each structure with the flood zone

polygons, the structures BFE can be determined over the 60-year period. During the

design phase of this algorithm, tests were conducted that verified this method returned the

same result as shifting flood zone boundaries landward.


Figure 3: Structure transects and EHA Figure 4: Projected structure positions for
width. years 0, 10, 20, 30, 40, 50, and 60.

- -

Figure 5: Projected structure positions trom Glynn County, Georgia.

The representation of BFE as both integer and polygon-based values, incorrectly

models its true nature. A sample profile along a structure's transect (Figure 6) reveals

that at flood zone boundaries, the BFE will jump to a new level. In reality, however, it is

expected that the BFE will gradually decrease as it progresses landward. A model was

introduced to smooth the stepped nature of BFE into a more realistic representation,

referred to as interpolated BFE. To distinguish between the two measures of BFE, the

original, zone-based values will be referred to as nominal BFE (Figure 6).

Nominal BFE 16ft


Interpolated BFE

Figure 6: Profile along structure transect showing nominal and interpolated BFEs.



The calculation of interpolated BFEs was accomplished in ARC/INFO using a

Triangulated Irregular Network (TIN). The coded polygon BFE was assumed to

represent the elevation at the zone's center. Bordering polygon arcs were coded with the

average of adjacent polygon BFE values and converted into a TIN with the ARCTIN

function. Figure 7 shows the conversion of original BFE polygon codes to coded arc

elevations (treated as contours) resulting in a representation of interpolated BFE.

Because the TIN model is a continuous surface, it allowed the derivation of interpolated

BFE anywhere in the study area.

Base Flood
Elevation Range
1 10- 11
\ 13-14
S \ 10' 13 \ 16 14- 15
S 15-16

Figure 7: Interpolated BFE TIN surface and arc elevations.

By overlaying the TIN with projected structure positions at each 10-year interval,

interpolated BFE values were derived for each structure over the 60-year period. Figure

8 shows the resulting spatial relationships of all output data. Once the projected structure

positions are calculated nominal and interpolated BFE values are attached based on

spatial overlay with the flood zones and TIN surface respectively. The script fema.aml

provided in the Appendix was written to carry out the Erosion Hazards analysis. Given

the three source coverages representing Structures, Flood Zones, and the Erosion Hazard

Area, the AML calculates nominal and interpolated BFEs for each structure over the 60-

year span at 10-year intervals. Table 1 gives sample output for a single structure. The

next chapter describes the methods used to estimate uncertainty in these values.

\ \

\ \

F. \

Figure 8: Spatial distribution of output data.

Base Flood
Elevation Range
10 11
.. 15-16

Table 1: Sample structure output data.
Year Year 10 Year20 Year30 Year40 Year50 Year60
Nominal BFE 10 10 10 10 10 13 13
Interpolated BFE 10.977 11.088 11.2 11.315 11.429 11.617 11.925


In order to estimate the uncertainty in nominal and interpolated BFEs, an error

model was developed and formalized into an application referred to as the Positional

Error Simulator (PES). PES is a menu-driven application for NT ARC/INFO version 7.2

written primarily in the Arc Macro Language (AML). Although this application will be

applied specifically to the Erosion Hazards Study, it is a generic error model designed to

work with any set of vector coverages, and any analysis driven by AML. Various

component scripts were written in AML, C, and Avenue to create the PES model. AML

and C source code is provided in the Appendix. All code and a brief tutorial is provided

on the author's website at http://www.surv.ufl.edu/-sam or by email at


This research adopts Goodchild's definition of an error model as "a stochastic

process capable of generating a population of distorted version of the same reality"

(Goodchild, Guoqing, and Shiren, 1992, p. 87). Like Hunter and Goodchild's vector

uncertainty model, the PES model allows for the creation of random data sets. However,

the proposed algorithm is applied directly to the vector data, avoiding the choices of grid

cell spacing, and insuring the creation of normally distributed random data. The PES

model also improves on Hunter and Goodchild's model by applying a user-defined

analysis to the perturbed data and summarizing variability in derived values.

This chapter describes the methods used for estimating uncertainty in GIS-derived

values due to positional error propagation. The first section describes algorithms in the

PES model for creating data realizations, carrying out the simulations, and statistically

summarizing uncertainty in outputs. The second section describes how this application

was applied to the Erosion Hazards Study.

Creating Data Realizations

The PES model assumes only independent random measurement error in the

position of the points, nodes, and vertices that make up vector based digital data. Like

the models used by Hunter and Goodchild (1996), Leung and Yan (1998), and Shi

(1998), the same uncertainty existing around point features is extended to all vector data

by applying identical algorithms to the nodes and vertices of line and polygon data. Error

is introduced into each of N realizations, producing a population of hypothetical

observations. At a single point, node, or vertex, the collection of all realizations (N) will

return a circular normal distribution centered on the input coordinates.

In order to apply this model, the true nature of the digital representation must be

overlooked. The digitization models mentioned in Chapter 2 have concluded that

repeated digitization trials will generally reveal point-based circular normal distributions.

Assuming the absence of systematic errors, by repeating the digitization trials, the mean

coordinates can be calculated and used as the most probable estimate of the true value.

However, it is highly unlikely that any GIS user has the time or budget to digitize a map a

sufficient amount of times to attain most probable coordinates. Rather, a map is digitized

once, the digital version becoming one observation of a population of possible

representations. Therefore, it is incorrect to assume that by simply digitizing a line once,

one can adequately describe the error around each point or vertex by centering on it a

probability distribution. In some cases, as in surveyed parcel locations, redundant

measurements are taken and adjustments made to insure the coordinate represented are in

fact the most probable values. However, the vast majority of GIS data has not been

collected through a rigorous surveying process. It must be assumed that the majority of

digital data are single observations of the real world. To apply the error model, this fact

must be overlooked. Although the consequences of this assumption could be substantial,

they cannot be avoided without knowledge of the actual errors existing in spatial data.

Data realizations are created in ARC/INFO through the use of generate files. A

generate file is an ASCII representation of an ARC/INFO coverage. Generate files

consist of point, vertex, node, and label identifiers, and x,y coordinate pairs. The C

program randgen.c (see Appendix) was written to create N error perturbed generate files

based on a user-specified 1-sigma (o) error level.

Each point, line, or vertex in the database is simulated by N possible realizations.

For each realization, a random coordinate (XR, YR) is computed from a random azimuth

and distance applied to the original position (Xo,Yo). Azimuth (a) is a random variable

generated by the C function rand() whose possible values are uniformly distributed

integers from 0 to 359. Theoretically, a truly random azimuth should not be restricted to

integer values. However, the 360 possible azimuths derived from this method prove to be

sufficient in the realistic application of such an error model. Distance (d) is a normally

distributed random variable calculated with the Box-Muller algorithm and scaled by the

user's input error tolerance. The random coordinates are computed as follows.

XR = Xo + d(sin(a)) YR = YO + d(cos(a))

Figure 9 shows 100 point realizations created with the proposed algorithm. Assuming a

l1a error of 10ft, approximately 68 points should fall within a 10ft radius of the original

point. Applying standard multipliers for probable errors, 95 points should fall within

about 20ft and 99 within about 26ft. The cross hair in the figure shows the calculated

mean coordinates.

,* 90% .

S*/ /

Figure 9: 100 point realizations generated by PES model.

Figure 10: One realization of the point based model applied to lines and polygons.

The point-based approach above is similarly applied to the nodes and vertices of

line and polygon datasets (Figure 10). Additional functions are added to the algorithm to

retain topological relations of line and polygon data such as connectivity and adjacency.

Polygon labels are not perturbed. The original labels are copied from the source dataset

and put into the realized coverage to retain polygon topology.

Once N realized generate files are created, the feature identifier numbers are used

to relate the original attribute information (not stored in the generate files) to the realized

datasets. The end result is N copies of the original coverage complete with the original

attribute information but perturbed by positional error.

The model requires apriori knowledge of existing positional errors in source data.

This is accomplished by estimating the radius of a circle (centered on the input point)

within which 68% of the error-introduced points will fall. Four methods for deriving

such an error estimate were outlined in Chapter 2: deductive estimate, internal evidence,

comparison to source, and independent source of higher accuracy. Where rigorous

accuracy assessment tests have been conducted, these results should be used as inputs to

the simulation. When higher accuracy data are not available, estimates of input data

quality must be made.

The application of this point model to the nodes and vertices of lines and

polygons may result in the creation of topological inconsistencies or unwanted overlaps.

Hunter and Goodchild refer to these overlaps as rips (1995a) and fractures (1999a)

(Figure 11).


Figure 11: Rips in realized line data.

Rips may arise when estimated positional accuracies are greater than the distances

between line vertices. In some cases, this situation will arise as the digital data are

essentially misrepresenting the real world. For example, when stream-mode digitizing,

the operator records points at equal intervals regardless of whether or not they represent

actual changes in direction. In this case, rips can be avoided by removing extraneous

details or generalizing the data prior to creating realizations. This technique is shown in

Figure 12.

Figure 12: Application of feature generalization to remove rips.

In other cases, when estimated accuracies are large compared to line segment lengths and

line vertices do represent actual feature changes, spatial autocorrelation must be present.

To avoid rips, Hunter and Goodchild (1995a and 1996) proposed the introduction of

autocorrelation into the randomization process. By design, their method would adjust

random coordinates until a specific level of autocorrelation is reached. Figure 13 shows a

sample application of this technique.

Figure 13: Introduction of autocorrelation to avoid rips.

However, since the 1996 paper, Hunter and Goodchild have not continued development

of this technique (Hunter, 2000). In 1999b, they overcame the problem of rips by

adjusting random coordinates until no overlaps exist, without constraining the results to a

specific level of autocorrelation.

When errors are spatially autocorrelated, the realizations produced cannot be

represented by a circular normal distribution, and the assumption that only random error

exists cannot be made. Lacking practical methods to ascertain actual degrees and extent

of spatial autocorrelation, the PES model assumes only the presence of independent

random error. Therefore, data sets consisting of details more refined than error estimates

must be generalized before applying the error model.

Deriving Uncertainty Estimates

After randomization, each of N simulated data sets is copied into a unique

workspace based on the realization number. To carry out the analysis, a user-defined

AML is then run in each workspace. This produces N equally likely GIS results.

Outputs may be in the form of new or modified attributes attached to one or more

source coverages. The PES model refers to these attributes as items of interest. Typical

items may include x,y coordinates, length, area, and perimeter. Drawing on the work of

Hunter and Goodchild (1995a, 1996, 1999a, and 1999b), the proposed model also

summarizes variability in reported attributes with the mean and standard deviation

statistics. Mean values are calculated in the model to reveal error distributions not

centered on the original GIS values.

Once all realizations are created and the analysis is performed, coverage attribute

tables are exported as ASCII files to facilitate the calculation of summary statistics. The

C programfat2rrt.c (see Appendix) was written to sort attribute ASCII files into record

realization tables (RRT). An RRTtable is created for every record or object in the

database. Each row of the RRTtable lists a simulated output from the model. There are

therefore N rows per RRT table. Once RRT tables are created, the files are converted

back to INFO tables and passed through the STATISTICS function to calculate mean and

standard deviation. No mechanism is included for describing uncertainty in character

fields. Figure 14 diagrams how uncertainty estimates are derived from data realizations

in the case of polygon area queries.



1 2 1 1000 1067 49
2 1000 1130 115
3 1000 1063 131
4 1000 990 90
Figure 14: Calculation of summary statistics.

The PES model assumes only normally distributed error in derived attributes.

When the resulting error distributions are non-normal it may be inappropriate to apply

typical assumptions made about standard deviations, and the term should be regarded not

as a probabilistic function but as a simple indicator of error. Once the outputs are

summarized from all realizations, mean and standard deviation statistics are attached to

the attribute tables of the original data sets. This allows for the direct link of the original

GIS output and uncertainty information.

Application to Erosion Hazards Study

This research focuses on 10 sites from the Erosion Hazards study spanning three

counties: Dare, North Carolina; Glynn, Georgia; and Sussex, Delaware. These 10 sites

consist of 216 structures. The PES application was used to estimate uncertainty in

nominal and interpolated BFEs calculated for each structure over the 60-year period at

10-year intervals. Table 2 lists the estimated positional accuracies of data layers used as

input to the PES model.

Table 2: Erosion Hazards Study estimated input errors.
Coverage ylo Error
Structures 15ft
Erosion Hazard Area (EHA) 5ft
Flood Zones 5ft

Metadata produced by 3001, Inc, states that each structure is within 15ft feet of

the structure centroid, without suggesting a particular level of confidence. The metadata

also recognizes that because the structure is in reality, 3-dimensional, and in the digital

domain, 2-dimensional, there is some abstraction needed to represent the structure as a

point. Due to the difficulties of estimating the centroid, and based on the authors

personal experience with the structure data, it is more plausible to assume that the

structure falls within 15ft of the centroid at the la level (i.e. 68% of the time). The flood

zone and EHA layers were stream-mode digitized from various scale documents. In the

case of the PERF and flood zones, it is difficult to assess the accuracy of a data layer that

represents features not actually existing on the ground. Rather, a reasonable estimate of

5ft was used for these layers based on comparisons of the CERF to higher accuracy


Before carrying out the simulations it was necessary to remove extraneous detail

in the arcs of the EHA and ZONE coverages resulting from stream mode digitizing. By

generalizing and/or cleaning the data with three times the error tolerance, it is highly

unlikely that the algorithm will produce overlaps or rips in realized data. The EHA and

ZONE coverages were cleaned and generalized at 15ft using the default ARC/INFO

point-remove function based on the Douglas-Peucker algorithm.

The PES application was used to simulate the Erosion Hazards Study 100 times.

This produced 100 equally possible GIS outputs in the form of nominal and interpolated

BFEs for years 0, 10, 20, 30, 40, 50, and 60. For each of the attributes, the mean and

standard deviation were calculated as key measures of the resulting attribute uncertainty.


Sample Results

As an introduction to the simulation output, the results from structure #1 are first

presented. Figure 15 shows the source data layers around structure #1 and the projected

structures created by the initial run of the analysis. Figure 16 shows the initial output and

the 100 realizations of flood zones, EHA polygons, and projected structure locations.

The initial GIS output and calculated uncertainty measures are presented in Table 3. The

legend associated with Figure 16 is adopted for the remainder of this thesis.


o Original 60-Year Structures 60-Year Structure Realizations:
o 0
S/Ciginal Food Zone a 10 40
a 20 50
original EHA: 30 60


Flood Zone Realizations
EHA Realizations

Figure 16: Structure #1 initial GIS output and 100 data realizations.

Table 3: Structure #1 attribute values and estimated uncertainty.
Year Value Mean St
0 10 10 0
w 10 10 10.18 0.72
m 20 13 11.56 1.51
C 30 13 12.88 0.59
E 40 13 13 0
z 50 13 13 0
60 13 13 0
0 11.727 11.74 0.16
LL 10 12.005 12.02 0.16
o 20 12.282 12.3 0.17
S30 12.56 12.57 0.17
40 12.838 12.85 0.17
50 13.116 13.13 0.18
60 13.394 13.4 0.18

Structure #1 progresses from a nominal BFE of 10ft at years 0 and 10 to 13ft for

years 20 through 60. The largest nominal BFE error of 1.51ft occurs at year 20. The

remainder of this thesis will use the terms error and uncertainty interchangeably to refer

to the standard deviation calculated by the PES model. The initial year 20 structure falls

very close to the border of the two flood zone polygons and is therefore subject to point-

in-polygon effects when data layers are perturbed. Figure 17 shows that 48 of the Year-

20 structure realizations return a 10ft BFE, while the remaining 52 structures return 13ft.

This is also presented by the histogram in Figure 18.

Figure 17: Structure #1 year 20 point-in-polygon errors.

50 48

0 40
S 30-



0 -~------------- ------- -- ---
9 10 11 12 13 14
Nominal BFE

Figure 18: Structure #1 distribution of year 20 realized nominal BFEs.

As discussed in the previous chapter, application of the standard deviation

function to non-normally distributed data may be misleading. In the case of nominal

BFE, the resulting errors are not normally distributed and the probabilistic statements

usually associated with the standard deviation statistics cannot be made. For example, it

cannot be properly stated that 68% of the time, the structure returned a BFE within plus

or minus 1.5 ft of the mean BFE of 11.56ft. In addition, standard multipliers cannot be

applied to attain error estimates at the 95% or 99% confidence levels. In reality, the

structure will only return one of two possible values: 10 or 13ft. Furthermore, it may also

underestimate the amount of error possible in nominal BFEs. Even though the calculated

error is 1.5ft, the possible values actual span 3ft, and are almost equally likely to return

either result. However, because the resulting distributions of possible field values may

not be known, the statistic is useful as a generic indicator of error levels. Care must be

taken in the interpretation of results. The errors of 0.72 and 0.59, produced at years 10

and 30 respectively, are also the result of point-in-polygon effects, although less

pronounced. All other years return zero error in nominal BFEs.

The interpolated representations of BFE returned smaller errors. Point-in-polygon

effects do not occur. Rather, errors in interpolated BFEs are the result of uncertainty in

structure positions and variations in the TIN surface derived from errors in flood zone

arcs. For visualization purposes, the 100 TINs were converted to Ift contours as shown

in Figure 19. The variability in contour locations closely resembles the uncertainty in

parent flood zone boundaries. Any magnification of the uncertainty in these contours is

attributable to uncertainties in the derivation of the TIN model. As shown in Table 3

errors in the interpolated BFEs increase slightly with each 10-year interval. Figure 20


shows a histogram of the realized interpolated BFE values for structure #1 at year 60

(corresponding to Figure 19). The returned interpolated BFEs approach a normal

distribution, indicating that the standard deviation statistic does provide a useful estimate

of error. Other interpolated BFE error distributions varied from normal to skewed to


10 13 16

Figure 19: Structure #1 year 60 realizations with interpolated ift contours.

35 T

o 20
V 15



Interpolated BFE
Figure 20: Structure #1 distribution of year 60 realized interpolated BFEs.


Uncertainty in the nominal and interpolated BFEs is largely affected by the

dispersion of projected structures realizations. The geometry of the EHA and the

structure's proximity to the CERF determine projected structure dispersion or spread.

Figure 21 shows examples of increasing (a) and decreasing (b) projected structure

spreads. Large spreads increase the likelihood of error propagation into BFE values. In

Figure 21a, the calculation of the NEAR point (refer to Chapter 3) on the CERF returns

equally possible locations on different line segments, causing realized transects to point

in two different directions. In Figure 21b, realized structures share a common near point

(the vertex of the CERF line segments) causing projected structures to converge with

each 10-year interval.

I I \

structure spread. structure spread..
Figure 21: Increasing and decreasing spread of projected structure realizations.

In order to compare values, a measure of circular error (similar to RMSEcm CULAR)

was calculated for each 10-year interval based on the standard deviations of the x and y


c =: O7X2 Y2

When qx = oy, cc provides the radius of a circle (centered on mean coordinates) within

which approximately 63% of realized points fall (Mikhail and Ackerman, 1976). When

ox and oy are not equal, the resulting radial probability is variable. Furthermore, when

structure realizations do not follow the circular normal distribution, the circular error

looses its probabilistic definition and is only retained as a basis for comparison. Circular

errors were calculated for projected structures for each 10-year interval. At year 0, the

circular error is expected to approximate the input uncertainty of 15ft. The PES

algorithm produces a circular normal distribution such that 68% of realized structures

should fall within the estimated input error (15ft for structures). Since oc is at the 63%

level, calculated values at year 0 should be slightly less than 15ft. In the case of structure

#1, the circular error slightly increases with each 10-year interval (Table 4). Table 4 also

shows calculated circular errors corresponding to the structure #s 185 (increasing spread)

and 53 (decreasing spread) from Figure 21.

Table 4: Sample circular errors of projected structures.
Year 0 10 20 30 40 50 60
Structure #1 14.8 15.0 15.2 15.4 15.7 16.0 16.3
Structure #185 15.1 18.6 22.2 26.1 30.3 34.6 39.1
Structure #53 14.9 13.9 12.9 12.2 11.6 11.3 11.2

Study-Wide Results

Initial output from the PES model is the mean and standard deviation for each

item of interest linked to the structure record. However, a general idea of the uncertainty

present in these attributes, across all structures, is desirable. This section will report on

the study-wide uncertainty levels present in nominal and interpolated BFEs.

Histograms were created for each 10-year interval over the 60-year period based

on the 216 observations of nominal BFE error. Figure 22 shows the results for year-0.

About 82% of structures returned zero error in the BFE calculation. About 93.5% of

structure BFE errors fell between 0 and 0.5ft and all BFE errors were less than 1.5ft.

200 100.0%
177 ,,-i----' 97 7% 100.0%
180 93.5% 90.0%
160-- .1.9% 80.0%
140- -70.0%
S120 60.0% >
n 100- 50.0% a
E 80 Frequency 40.0% E
S60 ---Cumulative% 30.0% -
40 25 20.0%
20- 9 5 10.0%
000 7I7-I-1 .0%
0.0 0.5 1.0 1.5 2.0 2.5 3.0 More
Nominal BFE Error Year 0

Figure 22: Study-wide histogram of nominal BFE error at year 0.

Histograms were combined to show the cumulative percentages of structures falling

within nominal BFE error ranges for each 10-year interval (Figure 23).



1 90.00%- Year 10

85.00% -/
Year 30
S80.00% Yr

75.00% Year60
0 70.00%

65.00% 0oYa2
0.0 0.5 1.0 1.5 2.0 2.5 3.0

Nominal BFE Error
Figure 23: Study-wide nominal BFE uncertainty.

In general, nominal BFE error increases with each 10-year interval. This is expected as

the likelihood of point-in-polygon effects increases with structure spread. 80% of

nominal BFE errors are within 0.5ft, 90% within Ift, and all within 2.5ft

Similarly histograms were created for interpolated BFE errors and were combined

into a plot of cumulative percentages (Figure 24). The figure leaves off the lower 80%

for clarity. From 0.25 the plots for all years go to zero error at 0%. In other words, no

structures were free from interpolated BFE errors. All projected structures returned an

interpolated BFE of less than 1.25ft and about 96% of structures had an error of 0.5ft or

less. As observed with nominal BFEs, the interpolated BFE errors also increase with

each 10-year interval.


S96.00% -Year 0
5 l/"^- Year 10
92.00% ----- ------Year 20
-4 Year 30
S88.00% - Year 40
- Year 50
S 84.00% -----
80'Year 60

0 0.25 0.5 0.75 1 1.25 1.5
Interpolated BFE Error

Figure 24: Study-wide interpolated BFE uncertainty.

Figure 25 is a histogram of calculated circular errors for year-60. 70 of the 216

year-60 structures did not exhibit any more than 15ft circular errors, attributable to the

estimated uncertainty in year 0 structures. 108 structures displayed minor structure

spreads between 15 and 20ft. Approximately 10% of the 60-year structures spread

significantly at 30ft or more. In large structure spread areas, it is highly likely that

uncertainty will propagate into nominal and interpolated BFE values.








10 15 20 25 30 35 40 45 50 More
Circular Error

Figure 25: Study-wide structure spread year 60

High Uncertainty Cases

Nominal BFEs will contain the most uncertainty when there is high probability

that perturbations in the structure and zone polygons will return different elevations

during polygon overlay. This is increasingly likely in large structure spread areas. The

highest nominal BFE error in the database was 2.5ft occurring at structure #132 in year-

40 where 60% percent of the realizations return a BFE of 15ft while the remaining 40%

return a BFE of 20ft (Figure 26). There are two primary reasons for such a high

uncertainty at this point. First, due to the initial projected structures proximity to the

zone border, the realized structures are evenly dispersed into neighboring zones. The

second factor is the large step across the zone boundary from a BFE of 15 to 20ft.

S- 15

60 Points

40 Points

Figure 26: Structure #132,year 20 realizations.

High uncertainty in interpolated BFEs can be attributed to large structure spreads

making it more likely for projected structures to fall in different elevation ranges. The

largest interpolated BFE error of 1.25ft occurred at structure #26 in year 60 (Figure 27).

In the figure, nominal BFE values are shown in black while coded arc elevations for the

interpolated TIN are shown in white. The projected structure realizations are sent in two

different directions. At year 60, the majority of structures fall in the center of a BFE zone

of 12ft. Interpolated BFE values for this lower group are clustered around 12.0ft. The

upper group of year-60 structures returned interpolated BFEs varying only slightly from

15.9ft. The histogram in Figure 28 shows the distribution of realized interpolated BFEs

for year 60. Although each cluster of 60-year structures revealed relatively precise

measurements of interpolated BFE independently, taken together, the interpolated BFE

error is 1.2ft. The 10% of circular errors over 30ft (as shown in Figure 25) were caused

by similar cases of structure spread.



Figure 27: Structure #26 realizations exhibiting large year-60 interpolated BFE error.

60 56



2 23
20 -

10-- 8

1 2 12 1 1

0 CN (0 04 ( O ^- 0O 04 ( O ^-

Interpolated BFE

Figure 28: Structure #26 distribution of year 60 realized interpolated BFEs.

As previously observed with nominal BFEs, the error distribution as shown in

Figure 28 is not normal and the use of standard deviation as a summary statistic disguises

the actual nature of error at this point. Although the calculated standard deviation is

1.25ft, it is actually likely that interpolated BFEs as far apart as 4ft will be returned.


The previous section has shown that simulation methods can be applied to

complex GIS analyses to derive estimates of uncertainty in reported values. In the

Erosion Hazards Analysis, 90% of nominal BFEs returned errors of Ift or less and 90%

of interpolated BFEs had less than 0.5ft of error. Certain structures in the analysis

revealed large and unanticipated errors. Nominal and interpolated errors were as high as

2.4 and 1.25ft respectively. However, the realized error distribution must also be

considered when evaluating the usefulness of estimated uncertainty measures. When

output errors are not normally distributed, the mean and standard deviation statistics fail

to adequately describe the nature of uncertainty in derived attributes.

A distinction must be drawn between absolute uncertainty and uncertainty

existing within the GIS model. Output from the PES application reports only variability

arising from estimated uncertainties in the positions of input data. In reality, there are

numerous other sources of error also propagating into final values. Furthermore, the

models themselves may be misrepresenting the real world. For example, although the

majority of interpolated BFEs were found to contain less than 0.25ft of error, these values

are just smoothed representations of, and derived directly from, nominal BFEs. It is

incorrect to assume that interpolated values are more accurate than nominal values.

The largest encumbrance of the proposed error model is the required computer

processing time. The Erosion Hazards error analysis was performed on 600MHZ

Pentium III computers with 128mb's of memory running Windows NT and ARC/INFO

version 7.2.1. The original analysis, carried out byfema.aml took from 5 to 10 minutes

depending on the site. Running the PES model with 100 iterations took from 8 to 18

hours per site. As expected, the time required for the error analysis is expanded Ntimes

plus the time for creating data realizations and summarizing output. Although the time

added for perturbing data sets was minor, the ARC/INFO STATISTICS function, which

operated on INFO tables, was considerably slower than desired. The storage required for

the PES realizations and summary statistics is approximately 4Ntimes the original disk

space. This will vary by data type and complexity. Although time and storage

restrictions are considerable, these constraints are becoming less problematic with

advances in computer hardware.

Simulation results can improve the usefulness of data quality statements now

required in metadata standards. Where no other basis for comparison exists, as in the

Erosion Hazards Study, the data producer usually estimates the uncertainty in derived

values. Although estimation may be adequate in many analyses, complex layer

interactions may produce large and unexpected errors. In these cases, a realistic

representation of output error can only be attained through simulations.

Uncertainty data can be used to appropriately represent data variability by

limiting the reporting precision of output values. For example, in the Erosion Hazards

Analysis, the TINSPOT function returned interpolated BFE values to one thousandths of

a foot. After simulating the data and quantifying the variability in elevations it might be

more appropriate to display the data to only the hundredths or tenths of a foot.

Subsequent users of the data then have a rough idea of the data's inherent accuracy

simply by the number of significant figures.

As proposed by Veregin (1994), simulation modeling can be used as the basis for

mathematical error propagation models. By developing descriptive models based on

simulation output, error propagation can be assessed in similar systems, without

performing time-consuming simulations. The application of the PES model to the

Erosion Hazards Study has lead to several observations that support this technique. For

example, output uncertainly was largely based on projected structure spread values.

Structure spreads could be predicted by variables such as distance to the CERF and the

concavity or convexity of the CERF line. Another model parameter could be the distance

to zone boundaries where larger errors are more likely. In addition, these parameters

could be introduced as dummy variables.

The error model can also be used during the design phases of a GIS project. By

applying such a model in a pilot study, expected levels of output uncertainty can be

estimated and data collection and/or processing methods can be revised to more directly

meet project requirements. In addition, the error analysis can be used in a suitability

framework. By using a trial-and-error approach, input errors levels and algorithms can

be modified until required accuracy levels are reached. Heuvelink, Burrough, and Stein

(1989, p. 13) recognize that this information can be "potentially of great value for

resource managers who need to get reliable information for realistic budgets". This

research specifically looks into one such application proposed by Openshaw (1989): the

isolation of output uncertainty derived from individual data layers.

Openshaw (1989) states that by considering error in a single source layer and

holding all other layers error-free, the contribution of that layer to output uncertainty

levels can be identified. The goal of such a study is to determine if the improvement of a

single data layer could significantly reduce uncertainty in GIS outputs. Such information

could prove invaluable for determining appropriate data collection techniques. If levels

of output uncertainty are unacceptable, this approach could identify data layers whose

improvement would most benefit study results. Conversely, if errors in outputs are

negligible, the project may benefit from the degradation of input data quality, by

substituting more cost effective data collection methods.

Isolating Error Contributors

To isolate the degree of output uncertainty contributed by the presence of

positional error in each source coverage, the 100 simulations were repeated three times,

each time only considering positional error in one of the source coverages. The original

error analysis, considering errors in all 3 layers will be referred to as the complete

analysis. Results from the complete model were compared with the individual layer

analyses, termed onlyeha, onlystru, and onlyzone.

When only considering positional error in the structures layer, all uncertainty in

nominal and interpolated BFEs is derived from the structure spread. BFE errors will

magnify with the structure's proximity to zone boundaries and in areas of high structure


In the onlyeha analysis, uncertainty in nominal BFEs will depend on shifts in the

EHA polygon and the resulting projected structure spreads. Even through the structures

layer is not perturbed, shifts in the CERF line of the EHA polygon will cause the NEAR

algorithm to produce variable projected structure positions (Figure 29). Because flood

zones are held error-free, uncertainty in the interpolated BFEs will result only from this

slight structure spread.

Figure 29: Structure #1 onlyeha realizations.

In the onlyzone analysis, structures and the EHA are error free, producing no

variability in the positions of projected structures. Any uncertainty in nominal and

interpolated BFEs are caused by the shifting of flood zone boundaries.

Study-wide average BFE errors were calculated for the 4 runs of the error analysis

(complete, onlyzone, onlyeha, and onlystru). A plot of average error against year (Figure

30) reveals error in nominal BFEs is almost completely explained by positional errors in

the structures layer. The inclusion of zone and EHA errors contribute minimal amounts

of uncertainty to final BFEs.


2 0.25- -Complete

0.20 -X- OnlySTRU
-0-- OnlyEHA
E 0.15
0- -A- OnlyZONE

> 0.05 _-. -.. -

0 10 20 30 40 50 60

Figure 30: Average nominal BFE uncertainty for isolated runs.

Similarly, study-wide averages of interpolated BFE errors were calculated for

each run (Figure 31). Interpolated BFE uncertainty is also explained predominantly by

uncertainty in the structures layer. The effects from zone and EHA layers are smaller but

significant. When only error in structures is considered, variability in interpolated BFEs

is attributable only to structure spread. Because zones are held fixed, the 100 realized

TIN surfaces will be exactly the same throughout the analysis. When only the EHA layer

is considered, the structure spread is the only contributor to interpolated BFEs. When

only zones are considered, the TIN surfaces are themselves shifted while structures

remain fixed.

2 0.140
S 0.12
mO X- -X- OnlySTRU
S0.10 -"- .X--X

0. -0-- OOnlyEHA

S0.06 -----_ A- OnlyZONE
g 0.04 ,--^ _A_

0.00 -
1 0.02

0 10 20 30 40 50 60

Figure 31: Average interpolated BFE uncertainty for isolated runs.

To compare structure spread values, study-wide averages of circular error were

calculated for each run (Figure 32). In the complete case, circular errors progress from

15ft at year 0 (as expected) to approximately 21ft at year 60. When only structure errors

are considered, circular errors follow the complete case very closely, differing only in the

fact that the complete run contains and additional level of uncertainty due to variability

introduced by perturbation of the EHA. Considering only errors in the EHA, structure-

spread progress from no error at year 0 to about 8ft at year 60. The onlyzone run does not

alter positions of projected structures.


0 ----& Complete

S15. -- -- -X OnlySTRU

-A- OnlyZONE


0.00 -r l A A
0 10 20 30 40 50 60

Figure 32: Average structure spreads for isolated runs.

Assuming only the presence of uncorrelated random error in derived uncertainty

estimates, the square root of the sum of squared errors from individual layers can

approximate how uncertainty is propagated through interaction effects during the

complete analysis.


Although the actual degree of correlation between layers is unknown, comparing the

expected combination of errors against the observed or complete value allows the

identification of cases where errors accumulate in an unexpected manor. To facilitate this

comparison, the parameter A was calculated as follows.


Using the results from structure #1 as shown in Table 5, the complete run returned

an error of 0.18ft for the interpolated BFE at year 60. Applying the formulas above,


OEXPECTED = 0.16, and A = 0.02. Because A is positive, the actual interaction of data

layers returns error levels slightly larger than expected.

Table 5: Structure #1, year 60 interpolated BFE errors for complete and isolated runs.
A 0.02

A values were calculated for all nominal and interpolated BFEs. A histogram of A

values for the interpolated BFE at year 60 is presented in Figure 33. Approximately 90%

of structure errors accumulate as expected, as their A values are reasonably close to zero

(+/- 0.05). The normally distributed nature of values indicate it is equally likely for

errors to accumulate or compensate during the actual interaction of data layers. Years 0 -

50 produced similar distribution of A values for nominal and interpolated BFEs.

120 110



I 40- 28 32

20 14 12
1 11 1 2 25 1 1 2 1 1

0 0 0 CDO O L O O N CD 0C CM 0


Figure 33: Histogram of A values for interpolated BFE at year 60.

Positive A values reveal cases where expected errors are less than those observed

in the complete run. In these cases, interaction effects magnify output uncertainty.

Conversely, negative A values occur when the expected error is greater than observed

levels, revealing situations where layer interactions diminish output uncertainty. In these

cases, errors from different layers tend to compensate.

Using the metrics introduced above, structure #79 exhibits the largest case of

error expansion. Based on the results given in Table 6 the expected error is 0.44ft.

However, layer interactions of the complete model produced the observed value of 0.65ft.

The A value is 0.21. Figure 34 shows projected structure positions created for the

isolated runs of structure #79. The onlyzone analysis does not produce variability in

structure positions. The onlyeha analysis (Figure 34a) returns projected structures falling

within the 14ft BFE zone and revealing little structure spread. The calculated error is

0.05ft. When structure errors are considered in the onlystru model (Figure 34b), the data

reveals a large erosion hazard progression, projecting a single structure into neighboring

zones and magnifying the resulting error. When all layers are randomized in the

complete model (Figure 34c), several projected structures exhibit the extended

progression, returning a final uncertainty of 0.65ft, considerably larger than the expected

value of 0.44ft.

Table 6: Structure #79, year 60 interpolated BFE errors for complete and isolated runs.
A 0.21

a) Onlyeha b) Onlystru c) Complete

Figure 34: Structure #79 comparison of complete and isolated realizations.

Structure #102 exhibits the opposite effect. The interaction of data layers in the

complete model tends to compensate expected errors from individual coverages. The

results for interpolated BFE errors in year 60 are shown in Table 7 and Figure 35. The

onlyzone run (Figure 35a) produces a large uncertainty of 1.07ft. The derived TINs

produce large variability since the 60-year structure is very near the zone boundary. The

onlyeha run (Figure 35b) returns very little error as the zones are held fixed and the

structure spread is not considerable. In the onlystru run (Figure 35c), a large structure

spread produces 0.17ft of error. The expected accumulation of errors produces a value of

1.08, primarily due to uncertainty from the onlyzone model. However, the observed

model only revealed an error of 0.89, resulting in a A of -0.19. In the complete case

(Figure 35d), the combination of structure spread and zone shifts tends to cancel the

amount of expected uncertainty.


Table 7: Structure #102, year 60 interpolated BFE errors for complete and isolated runs.

A -0.19

-- YEAR 60

c) Onlystru


.i. dl YEAR 60
> 1

b) Onlyeha

--' I *,
- .
.. , ." -
1 \' ."'YEAR 60 I

d Co ml; t I

d) Complete

d) Complete

Figure 35: Structure #102 complete and isolated outputs.

a) Onlyzone


17 o 17 -

.v -

/ o '** '\

I ",^^.

,..YE 0
\ iD


Despite these unusual cases of error expansion and compensation, approximately

90% of BFE errors accumulated as expected. Therefore, refining any of the input data

layers will improve the precision of computed quantities for the majority of structures.

However, the conclusion sought is which data layer's improvement would most benefit

the study's results. Although sophisticated models could be developed to reveal actual

parameters of expected error contributions, the simple comparison of average errors and

the fact that errors do accumulate as expected, shows that the structures layer contributes

the most to output uncertainty. Study results could best be improved by increasing the

accuracy of structure locations, and to a lesser but significant degree by the zone and

EHA layers. However, practical limitations of the object's representation must also be

considered. Although structure locations could be collected to centimeter accuracy level

if desired, there is still the unavoidable problem of representing a 2-dimensional building

footprint as a single point. Arguably, the consequent reduction in output uncertainty

could be meaningless.


The Erosion Hazards Study was a comprehensive GIS analysis that predicted

Base Flood Elevations of coastal structures in the event of a 100-year flood 60 years into

the future. In order to estimate uncertainty in reported BFEs, the Positional Error

Simulator (PES) application was written for ARC/INFO to implement Monte Carlo

simulations. The PES application simulates error in data sets, carries out spatial analyses,

and summarizes observed variability with basic statistics. The model assumes normally

distributed independent positional errors in the points, nodes, and vertices that make up

vector data.

Although many researchers have identified the ability for the error model to be

applied to complex analyses, few tests have been presented. Applying the PES model to

the Erosion Hazards Study has shown that the simulations can indeed be used in a

substantial spatial analysis. Furthermore, simulations are perhaps the only practical

method for obtaining realistic uncertainty estimates. Openshaw (1989, p. 265) recognizes

"what many applications seem to need is not precise estimates of error but some

confidence that the error and uncertainty levels are not so high as to render in doubt the

validity of the results." The proposed PES software provides a practical method for

estimating the variability of GIS outputs due to positional errors, allowing GIS users to

evaluate the data's fitness for use.

Application of the PES error model to the Erosion Hazards Study allows the

original research questions to be addressed.

1. What levels and distributions of error exist in derived Base Flood Elevations?

Summary statistics showed that 90% of nominal BFEs returned errors of Ift or

less and 95% of interpolated BFEs had less than 0.5ft of error. Nominal BFE errors were

largely due to point-in-polygon occurrences during polygon overlay. Consequently, the

resulting distributions were highly non-normal, usually returning only two possible

elevations. Interpolated BFE errors arose during the conversion of polygon zones to

contours needed for the derivation of TIN surfaces. Observed distributions varied from

normal to skewed to bimodal. Several cases of high uncertainty were introduced and

shown to arise in areas of high structure spread. Nominal and interpolated BFE errors

were as high as 2.5 and 1.25ft respectively.

2. What are the potential uses and limitations of the proposed error model and the

resulting uncertainty data?

The calculated uncertainty information has multiple uses. These can be the basis

for reliable quality statements required in metadata documents. The mean and standard

deviation measures can be reported at the record-level, attaching individual measures of

data quality to geographic objects. These values can be summarized to achieve overall

data quality statements.

The variability in reported values can be used to limit the reported precision of

GIS attributes. GIS functions will always produce data stored beyond their inherent

precision. Displaying an appropriate number of significant figures will allow users to

quickly assess data quality, and curb inappropriate data usage.

Simulations not only provide quantitative estimates of uncertainty but also allow

for the visualization of error. Arguably, visual output is possibly more valuable than

quantitative summary statistics. Being able to see hypothetical data paths allows the user

to identify how errors occur and impact the study. Furthermore, the visualization of error

may lead to the identification of alternative, less error-prone, processing methods.

Simulation output can be used to develop formal models of error propagation

(Veregin, 1994). By making general observations about the nature of error, parameters

can be introduced to model situations in which errors arise. These models can then be

applied to similar functions to develop error estimates without performing time

consuming simulations.

The proposed simulation method and uncertainty data can be used in a suitability

framework. By using a trial-and-error approach, input errors and processing algorithms

can be varied until desired levels of data quality are reached. This usage of the error

model is a valuable resource for project members who must determine appropriate and

cost-effective methods of data collection and processing. A related study, the isolation of

maximum error contributors, was investigated in depth and discussed below for research

question #3.

Several limitations of the proposed error model and resulting uncertainty data

have also been revealed. The assumption of independent random error cannot accurately

be made for all data sets. Currently, the model requires the use of generalization

techniques to prevent rips in linework. Several data collection and conversion processes

will lead to correlated errors, and could better be modeled by accounting for systematic

effects in realized data.

Another limitation of the proposed error model is the generic application of the

standard deviation as a summary statistic. Care must be taken in the interpretation of

output uncertainty estimates as the value of summary statistics are largely based on

unpredictable realized error distributions. When errors in GIS-derived values are not

normally distributed, probabilistic statements about the nature of error cannot be made.

In the case of nominal BFEs, most uncertainty was derived from point-in-polygon effects

returning two possible elevations. Clearly non-normal, these errors might be better

represented by an error of confusion matrix. Many errors in interpolated BFEs

approximated the normal distribution while others were highly skewed. In rare cases

such as structure #26, realizations of interpolated BFE returned two clusters of normally

distributed data. In this case, the uncertainty might better be represented by bimodal

statistics. The error model would benefit from more useful summary statistics based on

observed distributions.

The error model suffers from significant increases in processing time and data

storage requirements. There is therefore a need to streamline algorithms and data storage

methods. By handling summary statistics within ARC/INFO additional and avoidable

processing times were encountered by the STATISTICS routine and the storage of

tabular data in the INFO format. By coding summary routines in C, the model would

speed up considerably. In addition, storing realization and summary tables in ASCII

format would reduce disk space requirements.

The reported error levels are only due to estimated positional accuracies of source

layers. Other factors such as attribute accuracy and model misspecification error must

also be considered to fully express uncertainty in reported values. In the Erosion Hazards

Study, simulating attribute uncertainty would involve coding polygons with different

BFE values, requiring knowledge of the expected probability distribution and magnitude

of attribute error.

3. Which data layer contributes the most to output uncertainty?

By running the simulation multiple times, each time only considering positional

errors in one layer, resulting uncertainty measures arising from source layers were

calculated. Study wide averages showed error in the structure layer contributed most to

output uncertainty.

4. How do errors from individual inputs accumulate during spatial analysis?

The isolated studies allowed an investigation into the accumulation of errors

during spatial analysis. An assumption was made that the total error could be

approximated by the square root of the sum of the squared errors from individual

coverages. Comparing expected errors with those actually observed revealed that errors

did accumulate as expected in approximately 90% of cases. The remaining observations

reveal instances of error expansion (observed values were higher than expected) and error

compensation (observed values were less than expected).

Addressing the above research questions has revealed that error propagation in

GIS is a complex problem. Currently, this problem can only practically be addressed

with Monte Carlo simulations. Additional methods are needed for handling correlation in

input data and presenting meaningful uncertainty information based on observed error




/* This program carries out the reduced Erosion Hazards
/* Analysis by attaching nominal and interpolated BFEs to
/* structures and their projected 60-year positions.
/* This program is based on a similar application written by
/* the author for 3001, Inc.
/* INPUT: Program assumes 3 source coverages exist in current
/* workspace: stru, zone, eha
/* OUTPUT: Stru coverage with positions of projected structures
/* nominal and interpolated BFES at 10-year intervals
/* AUTHOR: Sam Henderson
/* DATE: 4/2000
&severity &error &routine BAILOUT

precision double







&call EXIT


ec eha
ef arc
sel type = 'cerf
put cerf
sel type = 'perf
put perf
sel type ="
put box
save all yes
build cerf line
build perf line
build box poly


/* STEP 1: Calculate structure transect line through
/* structure perpendicular to the CERF using proximity analysis (NEAR)

/* first, addxy to structures cover
addxy stru
sel stru.pat
alter x-coord xO;;;;;;;;
alter y-coord yO;;;;;;;;

/* tack on coords of near point
near stru cerf line 100000 # location
sel stru.pat
alter x-coord x near;;;;;;;;
alter y-coord ynear;;;;;;;;
alter distance disterf;;;;;;;
dropitem stru.pat stru.pat cerf#

/* store vars for transect from and to coordinates
ec stru
ef point
sel all
cursor open
&do &while %:edit.aml$next%
&s id%i% = %:edit.stru-id%
&s fromx%i% = %:edit.xO%
&s fromy%i% = %:edit.yO%
&s tox%i% = %:edit.x near%
&s toy%i% = %:edit.y_near%
&s i = [calc %i% + 1]
cursor next
&s numis = [calc %i% 1]

/* Create line cover for each one, extend and put into transect coverage
create tran cerf
&do i = 0 &to %numis%
&s linecov = [scratchname -prefix xxfema -dir]
create %linecov% cerf
coordinate key
ef arc
2,[value fromx%i%],[value fromy%i%]
2,[value tox%i%],[value toy%i%]
coordinate mouse
cal [entryname [show ec]]-id = [value id%i%]

/* extend to meet edges
get box /* brings in box arcs
extend 10000

put tran
&if %i% gt 0 &then
removeedit all yes

coord mouse
save all yes

build tran line


/* trim transects to erosion hazard area and find width.

/* overlay to set vars for lengths
identity tran eha tranout line .001
ec tranout
ef arc
sel ineha = 'y'
cursor open
&do &while %:edit.aml$next%
&s id = %:edit.tranout-id%
&s width%id% = %:edit.length%
cursor next
sel ineha = 'n'
cursor open
&do &while %:edit.aml$next%
&s id = %:edit.tranout-id%
&if not [variable width%id%] &then /* only set if not already defined
&s width%id% = 0
cursor next

save all yes

/* attach widths from vars to structures
ec stru
ef point
additem ehawidth 8 18 f 5
sel all
cursor open
&do &while %:edit.aml$next%
&s id = %:edit.stru-id%
&s :edit.ehawidth = [value width%id%]
cursor next

save all yes



ec stru
ef point
sel all
cursor open
&s num = 0
&do &while %:edit.aml$next%
&s num = [calc %num% + 1]
&s width = %:edit.ehawidth%
&do i = 1 &to 6
&s dist_yr%i%0 = [calc [calc %width% / 6] %i%]

&s id = %:edit.stru-id%
&s link%num% = %id%

&s xl = %:edit.x0%
&s yl = %:edit.y0%
&s x2 = %:edit.x near%
&s y2 = %:edit.y_near%

/* With these two points, INVERSE for dist, az, new point xy.
&s distance = [invdistance %xl%,%yl%,%x2%,%y2%] /* WHO CARES,.
&s polar = [radang [invangle %xl%,%yl%,%x2%,%y2%]]
&s az = [calc 360 [calc %polar% 90]]
&if %az% gt 360 &then
&s az = [calc %az% 360]

/* move to new point down line.
&s progdist = [value dist_yr%i%0]
&s dep = [calc %progdist% [sin [angrad %az%]]]
&s lat = [calc %progdist% [cos [angrad %az%]]]
&s newx%num%_%i%0 = [calc %xl% + %dep%]
&s newy%num%_%i%0 = [calc %yl% + %lat%]

cursor next

&s totalnums = %num%
save all yes

/* now, read var coords and create points.
copy stru pstr
ec pstr
ef point
additem year 4 5 i
additem x 8 18 f5
additem y 8 18 f5
sel all /* just structures
cal year = 0
coord key
&do num = 1 &to %totalnums%
&do i = 1 &to 6
1, [value newx%num%_%i%0], [value newy%num%_%i%0]

cal year = %i%0
cal x = [value newx%num%_%i%0]
cal y = [value newy%num%_%i%0]
cal pstr-id = [value link%num%]
coord mouse
save all yes



build zone line

/* Add items.
&do item &list leftbfe right bfe bfe_avg
additem zone.aat zone.aat %item% 8 12 f 3

/* relate to get c bfe or p bfe on the aat for left and right poly
relate add
relate add

/* populate left and right bfes through relates
&do type &list left right
ec zone

ef arc
sel all
cal %type%_bfe = %type%//bfe
save all yes

/* Calculate bfe averages on arcs.
cursor aatcur declare zone arc rw
cursor aatcur open /*autoselects all

&do &while %:aatcur.aml$next%

/* Normal case. (interior)
&if %:aatcur.leftbfe% gt 0 and %:aatcur.right bfe% gt 0 &then
&s :aatcur.bfe_avg = [calc %:aatcur.leftbfe% / 2 + %:aatcur.right bfe% / 2]

/* Outside/border case. left poly -9999
&if %:aatcur.leftbfe% le 0 and %:aatcur.right bfe% gt 0 &then
&s :aatcur.bfeavg = %:aatcur.right bfe%

/* Outside/border case. Right poly -9999
&if %:aatcur.leftbfe% gt 0 and %:aatcur.right bfe% le 0 &then
&s :aatcur.bfe_avg = %:aatcur.left_bfe%

/* both negative case (nodata)
&if %:aatcur.leftbfe% le 0 and %:aatcur.right bfe% le 0 &then
&s :aatcur.bfeavg = -666

/*go to next record
cursor aatcur next


/*close & remove cursor
cursor aatcur close
cursor aatcur remove

/* If any nodata arcs exist, delete them (-666)
ec zone
ef arc
sel bfe_avg = -666
&if [show num sel] gt 0 &then

save all yes
build zone poly

/* Convert arc cover to tin.
arctin zone bfetin line bfe_avg .001

relate drop
relate drop


&routine OVERLAY

/* attach interpolated bfe to projected structures
tinspot bfetin pstr intbfe

/* attach nominal flood zone and bfe info to projected structures
identity pstr zone pstr2 point .001

/* relate all new items back to structures cover
&do year &list 0 10 20 30 40 50 60
additem stru.pat stru.pat bfe%yearo 3 4 i
&do year &list 0 10 20 30 40 50 60
additem stru.pat stru.pat intbfe%year% 8 12 f3
&do year &list 10 20 30 40 50 60
additem stru.pat stru.pat x%year% 8 18 f 5
additem stru.pat stru.pat y%year% 8 18 f 5

/* make temp coverages for each year from projects structures
ec pstr2
ef point
&do year &list 0 10 20 30 40 50 60

sel year = %year%
put pstr2_%year%
save all yes

/* relate items back to structures
&do year &list 0 10 20 30 40 50 60
relate add
sel stru.pat
&do year &list 0 10 20 30 40 50 60
&do item &list bfe intbfe
cal %item%%year% = relate%year%//%item%
&do year &list 10 20 30 40 50 60
&do item &list x y
cal %item%%year% = relate%year%//%item%


pullitems stru.pat stru.pat area,perimeter,stru#,stru-id,x0,yO,-
x_near,y near,disterf,ehawidth,x 1 ,y 0,x20,y20,x30,y30,x40,y40,~
intbfe 10,intbfe20,intbfe30,intbfe40,intbfe50,intbfe60

kill pstr all
kill box all
kill tran all
dropitem tranout.aat tranout.aat tran-id tran# eha# eha-id area perimeter
rename tranout tran
dropitem pstr2.pat pstr2.pat pstr# pstr-id
rename pstr2 pstr
&do cov &list [listfile pstr2* -cover]
kill %cov% all

kill cerf all
kill perf all
&do cov &list [listfile xx* -cover]
kill %cov% all


&routine SMALLTOL
weedtol .1
grain .1
editdistance .1
nodesnap first .1


&routine USAGE
&return &inform

&routine EXIT
/* Clean up and exit menu

/* Delete global vars


&routine BAILOUT
&severity &error &ignore
&call exit
&return FEMA.AML is bailing out-;&type



/* Positional Error Simulator

/* "Positional Error Simulator"
/* This program is a product of research conducted by
/* Sam Henderson, University of Florida Geomatics P
/* Read the online documents & tutorials before using
/* http://www.surv.ufl.edu/-sam
/* INPUT: Names, paths of input coverages
/* 1-sigma error radius for each coverage
/* Items of interest for each coverage
/* Number of iterations (realizations) (N)
/* Name of AML with arguments
/* Location of output directory
/* OUTPUT: Original covers with mean & standard deviati
/* of interest.
/* AUTHOR: Sam Henderson
/* DATE: 01/2000 4/2000
/* CALLS: pesmain.menu, pesmain.aml, pes_add.aml, f
/* randgen.exe, fat2rrt.exe
/* (Expects NT system variable "PESCODE" = "x:\dir
/* points to location of .exe files)

program -

on for items


" that

1. Tested only on Windows NT 4.0, ARC/INFO 7.2.1
2. AML and MENU files should be located within the search
directories specified by amlpath and menupath.
3. An NT system variable should be set to the path of the
EXE and APR files: Control Panel System Environment -
and set a User variable of pescode equal to the value
"x:\code" where x:\code is the full path to the directory that
contains the EXE and APR files.
(Do not include a backlash after the path)
4. Items of interest must be numeric
5. Items of interest: do not include static items (stdev = 0) -
value must vary with each realization
6. Input covers must be clean
7. Number of items in any coverage limited by list function (1024 chars)

/* 8. Avoid numbers and periods "." in input cover names
/* 9. Coverages must be poly, line, or point only (
/* multiple feature types not supported)
/* 10. Max records in any feature attribute table: 1000
/* 11. Max width for FAT unload including commas: 1000
/* 12. Max number of arcs, points, nodes, and vertices is 5000
/* 13. All point coverages will have x-coord, y-coord added/updated
/* 14. Polygon coverages: must have 1 label per polygon
/* 15. Polygon coverages: labels are cut and pasted into realizations
/* (may cause problem with small polys, relative to error)
/* 16. User defined AML string should contain AML name and arguments
/* (no ".aml")
/* 17. User defined AML should be simplified to assume covers in current
/* workspace (no absolute paths)
/* 18. Cover-ids in "input" are original, those in "input+" and other
/* output directories are modified
/* 19. Clean process assumes rectangular coordinate system
/* (don't use with geographic)
/* 20. Error is at one-sigma level
/* (68% of points/vertices fall within error radius)
/* 21. Line and Polygon coverages: if any two vertices or nodes are within
/* 4 times the estimated error, there is a chance of creating new
/* records in realized coverages. This will cause scrambling of the
/* RRTables and invalid summary statistics. To avoid this problem data
/* should be cleaned, generalized or error estimates reduced.
&severity &error &routine BAILOUT

/* set up environment
&call SET ENV

/* get user input

/* create output workspaces

/* Query coverages and set vars, write file for ArcView

/* randomize coverages, create coverages with error introduced

/* run user aml on simulated data

/* re-organize all simulated data into single workspace

/* export all attributes tables to ASCII files

/* reorganize per-cover to per-record (feature) txt files
&call FAT2RRT

/* conver RRT files into info tables
&call RRT2INFO

/* Run stats on rrt info files
&call STATS

/* Add record-id to summary tables
&call ADD REC-ID

/* join summary data to input data

/* rebuild topology

/* clean up and exit
&call EXIT


&routine SET ENV

/* Check program
&if [show program] ne ARC &then
&return Run [before %AML$FILE% .aml] from ARC.

/* clean up any old vars
&dv .pes*

/* Start log file
&s logfile = [scratchname -prefix xxpeslog -file]
&watch %logfile%
&type start time: [date -full]

/* Store current environment.
&s curdisplay = [show display]
display 0
&term 9999 &mouse
&s .pes$homews = [show workspace]
&if not [null [show &amlpath]] &then
&s curamlpath [show &amlpath]
&if not [null [show &menupath]] &then
&s curmenupath [show &menupath]

/* Sets arctools paths.
&run [joinfile [joinfile $ATHOME lib -sub] setpaths -file]

/* search for all PES amls and menus in PATH>...



/* create file to hold input data list
&if not [variable .pes$mainfile] &then &do
&s .pes$mainfile = [scratchname]
&s fileunit = [open %.pes$mainfile% openstat -write]
&s closestat = [close %fileunit%]

/* open pes main menu to get user input
&run pesmain init # # modal
&if %.pesmain$cancel% &then

/* read main menu file to get coverage name, error, items of interest
&s menufile = [open %.pes$mainfile% readstat -read]
&si= 1
&do &while %readstat% = 0
&s theline = [read %menufile% readstat]
&if not [null %theline%] &then &do
&s .PES$cover%i% = [extract 1 [unquote %theline%]]
&s .PES$error%i% = [extract 2 [unquote %theline%]]
&s .PES$dangle%i% = [extract 3 [unquote %theline%]]
&s .PES$fuzzy%i% = [extract 4 [unquote %theline%]]
&s .PES$genweed%i% = [extract 5 [unquote %theline%]]

&s sofar = [value .PES$coveroi%],[value .PES$erroroi%],[value
.PES$dangle%i%], [value .PES$fuzzy%i%],[value .PES$genweed%i%],
&s .PES$ioilist%i% = [after [unquote %theline%] %sofar%]
&s i = [calc %i% + 1]
&s closestat = [close %fileunit%]
&s .pes$numcovs = [calc %i% 1]

/* get number of iterations
&s .PES$iterations = %.pesmain$iterations%
&s .PES$Oiterations = [calc %.PES$iterations% 1]

/* check that aml exists
&s .PES$aml = %.pesmain$aml%
&s .PES$amllocation
&if not [null %.PES$aml%] &then &do
&s theaml = [unquote %.PES$aml%]
&if [token [unquote %.PES$aml%] -count] gt 1 &then /*args exist
&s theaml = [extract 1 [unquote %.PES$aml%]]
&run [joinfile [joinfile $ATHOME misclib -sub] searchpaths -file] ~
aml %theaml%.aml .PES$amllocation
&if [null %.PES$amllocation%] &then

/* system var PESCODE must be set before running this aml: "x:\dir"
&s .PES$randgen [joinfile %PESCODE% randgen.exe]
&s .PES$fat2rrt [joinfile %PESCODE% fat2rrt.exe]
&s .PES$aprfile [joinfile %PESCODE% pes.apr]

/* set var for output directory
&s .pes$outdir = %.pes_main$outdir%
&if not [exists %.pes$outdir% -dir] &then
&sys mkdir %.pes$outdir%

/* Send user choices to screen.
&type ------------
&type Input Data Summary:
&type ------------
&type Number of coverages: %.PES$numcovs%
&do i = 1 &to %.PES$numcovs%
&type ------
&type Cover: [value .PES$cover%i%]
&type Error: [value .PES$erroroi%]
&type Items: [value .PES$ioilist%i%]

&type Dangle: [value .PES$dangle%i%]
&type Fuzzy: [value .PES$fuzzy%i%]
&type Genweed: [value .PES$genweed%i%]
&type ------------
&type Processing Options:
&type ------------
&type Iterations: %.PES$iterations%
&type AML String: %.PES$aml%
&type ------------



/* set up some vars
&s .PES$inputws [joinfile %.PES$outdiro input -sub]
&s .PES$tempws [joinfile %.PES$outdirO temp -sub]
&s .PES$input+ws [joinfile %.PES$outdir% input+ -sub]
&s .PES$realizationsws [joinfile %.PES$outdir% realizations -sub]
&s .PES$realeachws [joinfile %.PES$realizationsws% each -sub]
&s .PES$realallws [joinfile %.PES$realizationsws% all -sub]
&s .PES$tablesws [joinfile %.PES$outdir% tables -sub]
&s .PES$fattabsws [joinfile %.PES$tablesws% fat -sub]
&s .PES$rrttabsws [joinfile %.PES$tablesws% rrt -sub]
&s .PES$sumtabsws [joinfile %.PES$tablesws% sum -sub]

/* Make output workspaces
cw %.PES$inputws%
cw %.PES$tempws%
cw %.PES$input+ws%
&sys mkdir %.PES$realizationsws%
&sys mkdir %.PES$realeachws%
cw %.PES$realallws%
&sys mkdir %.PES$tablesws%
cw %.PES$fattabsws%
cw %.PES$rrttabsws%
cw %.PES$sumtabsws%

/* create workspaces for each iteration
&do num = 0 &to %.PES$Oiterations%
cw [joinfile %.PES$realeachws% real%num% -sub]


/* Copy coverages to input and temp workspaces
&do i = 1 &to %.PES$numcovs%
&s ename = [entryname [value .PES$cover%i%]]
copy [value .PES$coveroi%] [joinfile %.PES$inputws% %ename%]
copy [value .PES$coveroi%] [joinfile %.PES$tempws% %ename%]

/* redirect all cover vars to points to those in "tempws"
&do i = 1 &to %.PES$numcovs%
&s ename = [entryname [value .PES$cover%i%]]
&s .PES$cover%i% [joinfile %.PES$tempws% %ename% -sub]


/* Determine if point, line, or poly
&do i = 1 &to %.PES$numcovs%
&describe [value .PES$cover%i%]
&s .PES$cover%i%type = poly
&s .PES$cover%i%fat = pat
&s .PES$coveroi%numpolys = %DSC$POLYGONS%
&if %DSC$PAT BYTES% le 0 &then &do
&s .PES$cover%i%type = line
&s .PES$cover%i%fat = aat
&s .PES$cover%i%numarcs = %DSC$ARCS%
&if not %DSC$QTOPOLOGY% and %DSC$XATBYTES% gt 0 &then &do /* no
&if %DSC$AATBYTES% gt 0 &then &do /* arcs exist
&s .PES$cover%i%type = line
&s .PES$cover%i%fat = aat
&s .PES$cover%i%numarcs = %DSC$ARCS%
&else &do /* Only points.
&s .PES$cover%i%type = point
&s .PES$cover%i%fat = pat
&s .PES$coveroi%numpoints = %DSC$POINTS%
&type Coverage: [value .PES$cover%i%]

&type is type: [upcase [value .PES$cover%i%type]]

/* check if poly coverage has arc attributes,keep them
&s .PES$cover%i%pataat .FALSE.
&if [value .PES$cover%i%type] = poly &then &do
&if [exists [value .PES$cover%i%].aat -info] &then &do
&s numitems = [listitem [value .PES$cover%i%].aat -info xxpestmp.txt]
&if %numitems% gt 7 &then /* arc items exist
&s .PES$cover%i%pataat .TRUE.
&s .PES$cover%i%numarcs = %DSC$ARCS%




&s avfileunit = [open [joinfile %.PES$outdiro avfile.txt] openstat -write]
&s writestat = [write %avfileunit% %.PES$numcovs%]
&do i = 1 &to %.PES$numcovs%
&s cov= [entryname [value .PES$cover%i%]]
&s type = [value .PES$coveroi%type]
&s writestat = [write %avfileunit% [quote %cov%,%type%]]
&s writestat = [write %avfileunit% %.PES$iterations%]
&s closestat = [close %avfileunit%]

/* copy pes.apr project from PESCODE sysvar to output
&s copystat [copy %.PES$aprfile% [joinfile %.PES$outdir% pes.apr]]


/* Pass each coverage with error (not 0) through randomization

&do i = 1 &to %.PES$numcovs%

/* Set some short variables for coverage name, path
&s type = [value .PES$coveroi%type]
&s fat = [value .PES$coveroi%fat]
&s covfull = [value .PES$coveroi%]
&s covname = [entryname [value .PES$coveroi%]]
&s error = [value .PES$erroroi%]
&s dangle = [value .PES$dangle%i%]
&s fuzzy = [value .PES$fuzzy%i%]
&s genweed = [value .PES$genweed%i%]

/* clean and/or generlize coverage
&if %type% ne point &then &do
&if %genweed% ne 0 &then &do
&s tmpname = [scratchname -prefix xxpes -dir -full]
copy %covfull% %tmpname%
kill %covfull% all
generalize %tmpname% %covfull% %genweed%
build %covfull% %type%
kill %tmpname% all
kill [joinfile %.PES$inputws% %covname%] all
copy %covfull% [j oinfile %.PES$inputws% %covname%]
&if %dangle% ne 0 &then &do
&s tmpname = [scratchname -prefix xxpes -dir -full]
copy %covfull% %tmpname%
kill %covfull% all
clean %tmpname% %covfull% %dangle% %fuzzy% %type%
kill %tmpname% all
kill [joinfile %.PES$inputws% %covname%] all
copy %covfull% [j oinfile %.PES$inputws% %covname%]

/*update numarcs
&describe %covfull%
&s .PES$cover%i%numarcs = %DSC$ARCS%
&s .PES$coveroi%numpolys = %DSC$polygons%


/* build features
&select %type%
&when point
build %covfull% point
&when line
build %covfull% node

build %covfull% line
&when poly
createlabels %covfull%
build %covfull% node
build %covfull% line
build %covfull% poly

/* store original user-ids in new item
&workspace %.PES$tempws%
&if not [iteminfo %covname%.%fat% -info pes_orig-id -exists] &then
additem %covname%.%fat% pes_orig-id 4 5 b
sel %covname%.%fat%
cal pes_orig-id = %covname%-id

/* Make cover-id unique (=$recno)
ec %covfull%
&select %type%
&when point
ef point
&when line,poly
ef line
sel all
cal %covname%-id = %covname%#
save all yes

/* copy covers with unique user-ids to input+
copy %covfull% [j oinfile %.PES$input+ws% %covname% -sub]

/* Store original polygon labels to build pat later
&if %type% = poly &then &do
ec %covfull%
ef label
sel all
&s polylabels [scratchname -prefix xxpes -dir -full]
put %polylabels%
save all yes


/* Update describe elements after build.
&describe %covfull%

/* Store number of features (records
&select %type%
&when point
&s .PES$cover%i%recs = %DSC$POINTS%
&when poly /* Exclude universe poly
&s .PES$coveroi%recs = [calc %DSC$POLYGONS% 1]
&when line
&s .PES$cover%i%recs = %DSC$ARCS%

/* Ungenerate coverage
&if %type% = poly &then
ungenerate line %covfull% %covfull%.gen
ungenerate %type% %covfull% %covfull%.gen

/* copy randgen.c program from path defined by PESCODE sys var
&s program = [entryname %.PES$randgen%]
&s copystat [copy %.PES$randgen% [joinfile %.PES$tempws% programam%]

&workspace %.PES$tempws%
&if %type% = line or %type% = poly &then &do
sel %covname%.aat
&s formatfile = [scratchname -prefix xxpes -file]
unload %covname%.aat %covname%-id fnode# tnode# columnar %formatfile%
&data programa%
&if %type% = point &then &do
&data programa%

&workspace %.PES$homews%

/* Generate coverages
&do num = 0 &to %.PES$Oiterations%
generate [joinfile %.PES$realeachws% ~
[joinfile real%num% %covname% -sub] -sub]
input [joinfile %.PES$tempws% %num%x%covname%.gen]
&if %type% = point &then
&s realcov = [joinfile %.PES$realeachws% ~
[joinfile real%num% %covname% -sub] -sub]
&if %type% = line or %type% = poly &then
clean %realcov% # .00001 .00001 line
&if %type% = point &then &do
build %realcov% point
addxy %realcov% /* standard item now, like area,perimeter,length.
&if %type% = poly &then
build %realcov% poly

/* Check same number of features after randomization, bailout if not
&describe %realcov%
&select %type%
&when poly
&if %DSC$POLYGONS% ne [value .PES$coveroi%numpolys] &then &do
&type;&type [value .PES$coveroi%numpolys] polys became
&if [value .PES$cover%i%pataat] &then &do
&if %DSC$ARCS% ne [value .PES$cover%i%numarcs] &then &do
&type;&type [value .PES$coveroi%numarcs] arcs became %DSC$ARCS%

&when arc
&if %DSC$ARCS% ne [value .PES$cover%i%numarcs] &then &do
&type;&type [value .PES$coveroi%numarcs] arcs became %DSC$ARCS%


/* link original attributes to simulated data
&if %type% = point or %type% = line &then &do
&do num = 0 &to %.PES$Oiterations%
&s realcov = [joinfile %.PES$realeachws% ~
[joinfile real%num% %covname% -sub] -sub]
joinitem %realcov%.%fat% %covfull%.%fat% ~
%realcov%.%fat% %covname%-id %covname%-id
&if %type% = poly &then &do
&do num = 0 &to %.PES$Oiterations%
&s realcov = [joinfile %.PES$realeachws% ~
[joinfile real%num% %covname% -sub] -sub]
joinitem %realcov%.pat %covfull%.pat %realcov%.pat %covname%-id ~
%covname%-id /*values scrambled but gets items
ec %realcov%
ef label
get %polylabels%
save all yes
build %realcov% poly

/* get arc attributes too.
&if [variable .pes$cover%i%pataat] &then &do
&if [value .PES$cover%i%pataat] &then
joinitem %realcov%.aat %covfull%.aat %realcov%.aat %covname%-id ~
kill %polylabels% all

&end /* end of cover loop


&routine RUN USER AML
/* Run user AML on simulated data
&if not [null %.PES$aml%] &then &do

/* first run on source data in input directory
&workspace %.PES$inputws%
&run [unquote %.PES$aml%]

/* run on input+ data
&workspace %.PES$input+ws%
&run [unquote %.PES$aml%]

/* run on simulated data
&do i = 0 &to %.PES$Oiterations%
&workspace [joinfile %.PES$realeachws% real%i% -sub]
&run [unquote %.PES$aml%]



/* copy all simulated data into single workspace
&do w = 0 &to %.PES$Oiterations%
&do i = 1 &to %.PES$numcovs%
&s ename= [entryname [value .PES$coveroi%]]
&s inwork = [joinfile %.PES$realeachws% real%w% -sub]
copy [joinfile %inwork% %ename% -sub] ~
[joinfile %.PES$realallws% %ename%%w% -sub]


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Last updated October 10, 2010 - - mvs