ISO 7078:2020 建物および土木工事—設置、測定、測量の手順—用語, 語彙 | ページ 6

3.1.1

測定

数量の値を決定することを目的とした操作

[出典:ISO 6707‑1:2017, 3.5.1.22, 修正済み — エントリの注 1 は省略されています。]

3.1.2

出発する

レイアウト、 米国

レイアウト 、 米国

建設工事の要素の位置とレベルを定義するためのマークと線を設定し、それらを参照して作業を進めることができます。

[出典:ISO 6707‑2:2017, 3.3.13]

3.1.3

計測学

測定の科学 (3.1.1) とその応用

注記 1: 計測学には、測定の不確実性や応用分野を問わず、測定のすべての理論的および実践的側面が含まれます。

[出典:ISO Guide 99:2007, 2.2]

3.1.4

測地学

地球上またはその一部における形状、寸法、質量および重力場の分布を決定するための、地上またはその付近における 測定の科学 (3.1.1)

注記 1: 測量とは、地表上または地表下の点 (地物) の位置を決定するために必要な測定の科学です。

注記 2:曲率が無視できないほど地球表面の大部分を測定がカバーする場合、その作業は測地測量または測定と呼ばれます。

3.1.5

写真測量

航空写真などの写真を使用して、主に物体のサイズ、位置、形状などの幾何学的特性を決定する 測定技術 (3.1.1)

注記 1:写真測量測定はマッピングによく使用されますが、工学的な用途もあります。

3.1.6

測る

測定対象の量

注記 1: 測定システム (3.1.19) を含む測定対象および 測定 (3.1.1) が実行される条件は、測定される量が定義された測定対象と異なるように、現象、物体、または物質を変化させる可能性があります。この場合には適切な 修正(3.2.15) が必要となります。

[出典: ISO/IEC Guide 99:2007, 2.3, 修正 — 例と注 2 ～ 4 は省略されています。]

3.1.7

測定器

測定 (3.1.1) または 水平出し (3.6.4) に使用される装置

注記 1:測定器は、1 つ以上の補助装置と組み合わせて使用​​されることがあります。

3.1.8

測定器

測定器（3.1.7） 、材料測定器、ソフトウェア、 測定標準器（3.1.14） 、測定に使用される標準物質、 補助装置（3.1.9） or 補助装置（3.1.10 ）

注記 1: この定義には、測定に使用されるすべての機器が含まれるため、必然的に測定器の定義よりも広くなります。

[出典:ISO 14978:2018, 3.5.1, 修正 - 定義では、「表示する」が最初から省略され、「補助装置」の前に「補助装置」が挿入されています。注記 2 は省略されています。]

3.1.9

付帯設備

測定（3.1.1） を実行する際に使用される実際の 測定器（3.1.7） に追加される機器

3.1.10

補助装置

測定器を補助またはサポートする装置 (3.1.7)

3.1.11

測定ツール

簡易測定器

3.1.12

表示

測定器 (3.1.7) または 測定システム (3.1.19) によって提供される数量値

注記 1:指示は、視覚的または音響的な形式で提示されるか、または別のデバイスに転送される場合があります。指示は、多くの場合、アナログ出力の場合はディスプレイ上のポインタの位置、デジタル出力の場合は表示または印刷される数値、コード出力の場合はコード パターン、または材料測定の場合は割り当てられた数量値によって与えられます。

注記 2:測定される量の表示と対応する値は、必ずしも同じ種類の量の値であるとは限りません。

[出典:ISO/IEC Guide 99:2007, 4.1]

3.1.13

測定結果

他の利用可能な関連情報とともに 測定量（3.1.6） に帰属する数量値のセット

注記 1: 測定結果には、一般に、数量値のセットに関する「関連情報」が含まれており、その結果、あるものは他のものよりも測定量をよりよく表す可能性があります。これは、確率密度関数 (PDF) の形式で表現できます。

注記 2:測定結果は、一般に、単一の測定数量値および不確かさの測定として表現されます。何らかの目的で測定の不確かさが無視できるとみなされる場合、測定結果は単一の測定数量値として表現される場合があります。多くの分野で、これは測定結果を表現する一般的な方法です。

[出典: ISO/IEC Guide 99:2007, 2.9, 修正 — 注 3 は省略されました。]

3.1.14

測定基準

参照として使用される、特定の数量値の定義と関連する 測定 (3.1.1) の不確かさの実現

[出典: ISO Guide 99:2007, 5.1, 修正済み — 例と注意は省略されています。]

3.1.15

観察

財産の価値を測定または決定する行為

[出典:ISO 19109:2015, 4.16]

3.1.16

読む

スケール（3.3.1） または値を記録する他の方法でのオペレータの値の表記のみを含む 観察（3.1.15） の一部

3.1.17

測定誤差

測定数量値から基準数量値を引いた値

注記 1:測定誤差を製造上の誤差や間違いと混同してはならない。

注記 2：「基準数量値」とは、比較の基準となる数量値をいう。

[出典: ISO/IEC Guide 99:2007, 2.16, 修正 — 注 1 は省略されています。注 2 は、エントリの注 1 に番号が付け直されました。エントリに新しい注記 2 が追加されました。]

3.1.18

ゲージ

長さ測定装置のチェックまたは検証を目的として、正確に作られた標準長さの鋼鉄またはその他の適切な材料の棒

3.1.19

測定システム

1 つ以上の 測定器 (3.1.7) と、多くの場合、指定された種類の量について指定された間隔内で測定された量の値を生成するために使用される情報を提供するために組み立てられ、適合された試薬や供給品を含むその他の装置のセット

注記 1:測定システムは 1 つの測定器のみで構成できます。

[出典:ISO/IEC Guide 99:2007, 3.2]

3.1.20

座標系

指定された角度または平面との関係で、距離 (長方形/デカルト座標) または角度 (角度座標)、またはその両方 (極座標) によって、表面または空間上の位置点を定義するための 2 次元または 3 次元の参照系。

注記 1:土地測量では、x 軸は天文学的な (真の) 北、磁北、たとえばグリッド北の方向にあり、y 軸は東に向かう場合があります。 Z 軸はほぼ上向き (天頂に向かって) を指します。一部の国では X 軸と Y 軸が逆になっていますが、他の国では E と H が「東」、「北」、「高さ」を表すのに使用されます。

注記 2:建物測量では、建物の軸に平行な基準軸を使用して局所直交システムが設定されるか、測量士の都合に合わせて選択されることがよくあります。

3.1.21

測地座標系

位置が測地緯度、測地経度、および (3 次元の場合) 楕円体の 高さ (3.1.24) によって指定される 座標系 (3.1.20 )

[出典:ISO 19130‑1:2018, 3.22]

3.1.22

地理座標

赤道とグリニッジ子午線を基準にして地球の表面上の点を定義するための緯度と経度で表される角座標 (角距離)

3.1.23

レベル

定義された基準の上または下の点の垂直寸法の値

[出典:ISO 6707‑1:2017, 3.7.2.39]

3.1.24

身長

水平基準 レベルより上の垂直寸法 (3.1.23)

[出典:ISO 6707‑1:2017, 3.7.2.36, 修正 — 例が追加されました。]

3.1.25

全地球測位システム

GPS

米国国防総省が管理する GNSS (3.1.26) のインスタンス化

[出典:ISO 15638-12:2014, 4.25]

3.1.26

全地球測位衛星システム

GNSS

受信機が受信できる時間と距離のデータを含む無線信号を送信する複数の衛星ネットワークで構成され、ユーザーが世界中のどこにいても受信機の位置を特定できるようにするシステム。

[出典:ISO 15638-16:2014, 4.23, 修正 — 定義は編集上更新されました。]

3.1.27

ディファレンシャル GPS

GPS (3.1.25) (Navistar 衛星システム) からの観測値と追加の基準点または基準ネットワーク GPS 観測値のみを使用する GNSS (3.1.26) アプリケーション

[出典:ISO 9849:2017, 3.1.5.3]

3.1.28

リアルタイムの運動学的位置決め

正確な 全地球測位システム (3.1.25) のアプローチ。10 cm 未満の精度で分解できる距離信号の決定を可能にします。

注記 1:信号が受信機によって送受信されるサイクル数を解決することによって容易になります。

3.1.29

差動GNSS

モバイル GNSS 受信機 (3.5.27) 内でアプリケーションを処理し、 GNSS (3.1.26) 観測と追加の基準点または基準ネットワーク GNSS 観測の異なる技術を使用します。

注記 1:差動 GNSS アプリケーションでは、既知の基準局からの補正データと追加情報が移動探査機によって使用され、位置精度を公称 15 m の GNSS 精度から約 10 cm 以下に向上させることができます。

[出典:ISO 9849:2017, 3.1.52, 修正済み — 「DGNSS」という略語は省略されました。]

3.1.30

測定器のテスト

測定器（3.1.7）が 指定された条件下で 1 つ以上の指定された特性に関する要件を満たしているかどうかを判断するために設計された手順

3.1.31

較正

指定された条件下で、第 1 ステップで、 測定規格 (3.1.14) によって提供される測定不確実性を伴う数量値と、関連する測定不確実性を伴う対応する 表示 (3.1.12) との関係を確立し、第 2 ステップで、この情報を使用して、 表示 (3.1.12) から 測定結果 (3.1.13) を取得するための関係を確立する操作。

注記 1:校正は、ステートメント、校正関数、校正図、校正曲線、または校正テーブルによって表現される場合があります。場合によっては、関連する測定の不確実性を伴う指標の加算または乗算補正で構成される場合があります。

注記 2:校正は、しばしば誤って「自己校正」と呼ばれる 測定システムの調整 (3.1.19) や、校正の検証と混同されるべきではありません。

注記 3:多くの場合、上記の定義の最初のステップだけが校正であると認識されます。

[出典:ISO/IEC Guide 99:2007, 2.39]

3.1.32

コンパレータ

測定器（3.1.7）の 校正用標準器（3.1.31） に加えて使用される 測定器（3.1.8）

3.2.1

true value

value which characterizes a quantity perfectly defined in the conditions that exist when that quantity is considered

Note 1 to entry: It is an ideal value which can be observed only if all causes of measurement error (3.1.17) are eliminated.

[SOURCE:ISO 772:2011, 7.9]

3.2.2

influence quantity

quantity that, in a direct measurement (3.1.1) , does not affect the quantity that is actually measured, but affects the relation between the indication (3.1.12) and the measurement result (3.1.13)

[SOURCE:ISO/IEC Guide 99:2007, modified — EXAMPLEs and NOTEs have been omitted; a new EXAMPLE has been added.]

3.2.3

measurement accuracy

accuracy of measurement

closeness of agreement between a measured quantity value and a true quantity value of a measurand (3.1.6)

Note 1 to entry: The concept ‘measurement accuracy’ is not a quantity and is not given a numerical quantity value. A measurement (3.1.1) is said to be more accurate when it offers a smaller measurement error (3.1.17)

Note 2 to entry: The term ‘measurement accuracy’ should not be used for measurement trueness and the term ‘measurement precision’ should not be used for ‘measurement accuracy’ which is related to both these concepts.

Note 3 to entry: ‘Measurement accuracy’ is sometimes understood as agreement between measured quantity values that are being attributed to the measurand.

[SOURCE:ISO/IEC Guide 99:2007, 2.13]

3.2.4

precision of measurement

closeness of agreement between independent measurement results (3.1.13) obtained under stipulated conditions

Note 1 to entry: The degree of precision is expressed numerically by the statistical measures of imprecision of measurements (3.1.1) , such as standard deviation (3.2.22) , that are inversely related to precision.

3.2.5

accuracy class

class of measuring instruments (3.1.7) or measuring systems (3.1.19) that meet stated metrological requirements that are intended to keep measurement errors (3.1.17) or instrumental measurement (3.1.1) uncertainties within specified limits under specified operating conditions

Note 1 to entry: An accuracy class is usually denoted by a number or symbol adopted by convention.

Note 2 to entry: Accuracy class applies to material measures.

[SOURCE:ISO/IEC Guide 99:2007, 4.25]

3.2.6

repeatability of results of measurement

closeness of the agreement between the results of successive measurements (3.1.1) of the same measurand (3.1.6) carried out under the same conditions of measurement

Note 1 to entry: These conditions are called repeatability conditions.

Note 2 to entry: Repeatability conditions include: the same measurement procedure; the same observer; the same measuring instrument (3.1.7) , used under the same conditions; the same location; repetition over a short period of time.

Note 3 to entry: Repeatability may be expressed quantitatively in terms of the dispersion characteristics of the results.

[SOURCE:ISO/IEC Guide 98‑3:2008, B.2.15]

3.2.7

reproducibility condition of measurement

condition of measurement (3.1.1) , out of a set of conditions that includes different locations, operators, measuring systems (3.1.19) , and replicate measurements on the same or similar objects

Note 1 to entry: The different measuring systems may use different measurement procedures.

Note 2 to entry: A specification should give the conditions changed and unchanged, to the extent practical.

[SOURCE:ISO/IEC Guide 99:2007, 2.24]

3.2.8

systematic measurement error

component of measurement error (3.1.17) that in replicate measurements (3.1.1) remains constant or varies in a predictable way when the conditions change

Note 1 to entry: A reference quantity value for a systematic reference error is a true quantity value, or a measured quantity value of a measurement standard (3.1.14) of negligible measurement uncertainty, or a conventional quantity value.

Note 2 to entry: Systematic measurement error, and its causes, can be known or unknown. A correction (3.2.15) can be applied to compensate for a known systematic measurement error.

Note 3 to entry: Systematic measurement error equals measurement error minus random measurement error.

[SOURCE:ISO/IEC Guide 99:2007, 2.17]

3.2.9

random error

result of a measurement (3.1.1) minus the mean that would result from an infinite number of measurements of the same measurand (3.1.6) carried out under repeatability conditions

Note 1 to entry: Random error is equal to error minus systematic measurement error (3.2.8) .

Note 2 to entry: Because only a finite number of measurements can be made, it is possible to determine only an estimate of random error.

[SOURCE:ISO/IEC Guide 98‑3:2008, B.2.21]

3.2.10

total measuring error

whole measurement error (3.1.17) which consists of a combination of the random error (3.2.9) and the systematic error (3.2.8)

3.2.11

closing error

error of closure

amount by which the value of one or more quantities obtained by surveying operations fails to agree with a fixed or theoretical value of the same quantities

Note 1 to entry: In traversing (3.6.39) , this can, for example, be the amounts by which the computed, but not adjusted, coordinates of the end measuring point (3.6.50) of a traverse fail to agree with the given coordinates of that measuring point.

3.2.12

discrepancy

difference between results of duplicate or comparable measures of a quantity; or difference in computed values of a quantity obtained by different processes using data from the same survey

3.2.13

adjustment calculation

calculation process designed to distribute discrepancies due to the existence of redundant observations (3.1.15) when measurement (3.1.1) is carried out according to certain rules, for example the least squares method (3.2.14)

Note 1 to entry: A redundant observation is any observation which exceeds the number of observations which are necessary for an unambiguous determination of the value of a quantity.

3.2.14

least squares method

obtaining true measurement values by minimizing the sum of the squares of the deviations from the expected values

Note 1 to entry: Measurements are adjusted so that the sum of the squares of the differences between the observed and adjusted values are minimized.

3.2.15

correction

value added algebraically to the uncorrected result of a measurement (3.1.1) to compensate for systematic measurement error (3.2.8)

Note 1 to entry: The correction is equal to the negative of the estimated systematic error.

Note 2 to entry: Since the systematic error cannot be known perfectly, the compensation cannot be complete.

[SOURCE:ISO/IEC Guide 98‑3:2008, B.2.23]

3.2.16

arithmetic mean

sum of measured values divided by the number of values

[SOURCE:ISO/IEC Guide 98‑3:2008, C.2.19, modified – Notes 1 and 2 to entry has been omitted; the admitted term"average" has been omitted.]

3.2.17

weight of measurement

number which expresses the degree of confidence in the result of a measurement (3.1.1) of a certain quantity in comparison with the results of another measurement of the same quantity

Note 1 to entry: The higher the number, the greater the confidence.

3.2.18

arithmetic weighted mean

sum of the products of each measured value and its weight of measurement (3.2.17) (which can be positive or zero) divided by the sum of the weights of measurement

3.2.19

dispersion

scatter of the measured values obtained in a set of measurements (3.1.1) of a quantity

3.2.20

range

difference between the greatest and least values of a number of observations (3.1.15)

[SOURCE:ISO 1213‑2:2016, 3.173]

3.2.21

variance

for any sample, average of the squares of the deviations from the mean

3.2.22

standard deviation

positive square root of the variance (3.2.21)

Note 1 to entry: For a set of data standard deviation is calculated as the square root of the average of the squares of the deviations from the mean.

3.2.23

normal distribution

Laplace-Gauss distribution

symmetrical “bell shaped” density distribution which is fully defined by its mean and standard deviation (3.2.22)

3.2.24

root mean squared error

square root of the mean of the squared differences of measured values and predicted values

Note 1 to entry: In calibration (3.1.31) , measured values are compared with given (true) values.

3.2.25

standard error of position

square root of the sum of the squared errors of the coordinates (x and y or East and North) of a point

Note 1 to entry: This error is normally calculated after adjustment.

3.2.26

absolute error

result of a measurement (3.1.1) minus the true value (3.2.1)

[SOURCE:ISO 16577:2016, 3.1]

3.2.27

relative error

method of expressing measurement errors (3.1.17) in which %RE = [(measured value – true value (3.2.1) )/true value] × 100 %

Note 1 to entry: In this definition, over-estimates are positive-going errors, and underestimates are negative-going errors.

[SOURCE:ISO 23833:2013, 5.4.2.6, modified — The admitted terms"accuracy" and"%RE" have been omitted.]

3.3.1

scale

set of marks, lines or numbers, carried by the indicating device (3.3.9) of a measuring instrument (3.1.7)

Note 1 to entry: It is also used in triangulation (3.6.37) calculations.

3.3.2

spaced scale

field gradation

systematic pattern of marks, of different colours, to permit easy recognition of individual gradations

Note 1 to entry: Levelling staves (3.4.7) are usually provided with spaced scales, for example “E-pattern”.

3.3.3

scale mark

gauge mark

line or other mark on an indicating device (3.3.9) corresponding to one or more defined values of the quantity measured

3.3.4

scale numbering

ordered set of numbers associated with the scale marks (3.3.3)

Note 1 to entry: ISO 14978:2018, Figure 2 illustrates scale numbering on an analogue straight scale (3.3.1)

3.3.5

scale division

space on a scale (3.3.1) between any two successive scale marks (3.3.3)

Note 1 to entry: For a digital scale, the scale division is the difference between two consecutive numbers.

Note 2 to entry: ISO 14978:2018, Figure 2 illustrates scale divisions on an analogue straight scale.

3.3.6

scale spacing

distance between two successive scale marks (3.3.3)

Note 1 to entry: ISO 14978:2018, Figure 2 illustrates scale spacing on an analogue straight scale (3.3.1) .

3.3.7

scale length

<analogue straight scale> length between the first and the last scale marks (3.3.3)

Note 1 to entry: ISO 14978:2018, Figure 2 illustrates scale length on an analogue straight scale (3.3.1) .

3.3.8

scale interval

absolute value of the difference between the values corresponding to two successive scale marks (3.3.3)

Note 1 to entry: ISO 14978:2018, Figure 2 illustrates scale interval on an analogue straight scale (3.3.1) .

3.3.9

indicating device

<measuring instrument> set of components of a measuring instrument (3.1.7) intended to indicate the measured value

[SOURCE:ISO 19970:2017, 3.8, modified — The preferred term"displaying device" has been omitted; domain information has been added.]

3.3.10

index

fixed or movable part of an analogue indicating device (3.3.9) , whose position with reference to the scale marks (3.3.3) enables an indicated value to be determined

Note 1 to entry: For some measuring equipment (3.1.8) , the index is called the “pointer”.

[SOURCE:ISO 14978:2018, 3.5.21]

3.3.11

vernier

device by means of a movable scale (3.3.1) to improve the reading (3.1.16) accuracy of optical distance and angle readings

Note 1 to entry: The reading device is usually an auxiliary scale movable along the scale to be read.

Note 2 to entry: The reading mark is the zero line on the auxiliary scale.

[SOURCE:ISO 9849:2017, 3.2.43]

3.3.12

scale range

set of values bounded by the extreme indications (3.1.12)

Note 1 to entry: The lower limit of the scale range is not necessarily zero, for example, in the case of an internal micrometer whose scale (3.1.1) starts at 5 mm.

Note 2 to entry: ISO 14978:2018, Figure 2 illustrates scale range on an analogue straight scale.

[SOURCE:ISO 14978:2018, 3.5.19, modified — Note 2 to entry has been amended.]

3.3.13

measuring interval

measuring range

measurement range

set of values of quantities of the same kind that can be measured by a given measuring instrument (3.1.7) or measuring system (3.1.19) with specified instrumental uncertainty, under defined conditions

Note 1 to entry: The lower limit of a measuring interval should not be confused with detection limit.

3.3.14

analogue indication

analogue read-out

form of presentation of the indications (3.1.12) of a measured value by means of a scale (3.3.1) and an index (3.3.10)

3.3.15

digital indication

digital read-out

digital display

form of presentation of the indications (3.1.12) of a measured value by means of figures forming a number which directly indicates a numerical value

[SOURCE:ISO/IEC Guide 99:2007, 4.7]

3.4.1

measuring tape

ribbon of steel or other suitable material which is graduated for measurement (3.1.1) of length

Note 1 to entry: Where a very high degree of accuracy of measurement (3.2.3) is required, tapes of invar are used. Invar is an alloy of nickel and iron containing about 36 % nickel. Its coefficient of expansion is extremely small over a wide range of temperatures (11 × 10^-7) which is about one-tenth of that of steel.

3.4.2

traverse tape

narrow, long lightweight steel measuring tape (3.4.1) for the measurement (3.1.1) of distances up to 100 m

Note 1 to entry: Traverse tapes offer a means of rapid and accurate measurement of distances. To reduce their costs, traverse tapes are normally graduated only at 1 m intervals. Near the ends, however, the internal graduation interval is often 1 mm. For convenience in handling, traverse tapes are almost invariably wound on special reels from which they can easily be unrolled.

Note 2 to entry: Some traverse tapes are brittle and can therefore easily be damaged.

3.4.3

location tape

measuring tape (3.4.1) , usually 20 m, 30 m or 50 m in length, intended primarily for detailed survey (3.6.75) and site survey (3.6.73)

3.4.4

retractable steel pocket tape

measuring tape (3.4.1) up to 5 m in length, usually graduated in intervals of 1 mm throughout and provided with an enclosing case

3.4.5

folding rule

graduated and numbered rule for the measurement (3.1.1) of lengths, consisting of two or more lengths of boxwood or other suitable material, connected by hinged joints

3.4.6

measuring rod

straight rod of suitable material of which one edge is graduated for the measurement (3.1.1) of lengths

3.4.7

levelling staff

levelling rod

level rod

straight bar with a scale on a flat face

Note 1 to entry: The levelling staff can be made of, for example, metal, glass fibre or wood.

Note 2 to entry: The levelling staff is used to measure the vertical distance between a base point and the horizontal line of sight of a level (3.5.2) .

[SOURCE:ISO 9849:2017, 3.1.11]

3.4.8

invar levelling staff

levelling staff (3.4.7) for precise levelling (3.6.4) , having an invar strip with gradation lines or code patterns (bar code)

[SOURCE:ISO 9849:2017, 3.1.11.2, modified — Note 1 to entry has been omitted; the preferred terms"precise levelling rod" and"invar rod" have been omitted.]

3.4.9

digital levelling staff

levelling staff (3.4.7) for levelling (3.6.4) with a digital level (3.4.10) having a specified code patterns on a flat surface

[SOURCE:ISO 9849:2017, 3.1.11.1, modified — The preferred term"bar code staff" has been omitted.]

3.4.10

digital level

level (3.5.2) which electronically reads a sequence of code patterns on the levelling staff (3.4.7) by an image sensor

Note 1 to entry: These measuring instruments (3.1.7) usually include data recording capability. The automation removes the requirement for the operator to read a scale (3.3.1) .

Note 2 to entry: The processing and the display of the results are taken by an integrated computer.

[SOURCE:ISO 9849:2017, 3.1.10.2, modified — In Note 1 to entry, “measuring” has been inserted before “instruments”.]

3.4.11

straightedge

straight bar of suitable material which provides a straight line for the determination of straightness or flatness

3.4.12

square

equipment for marking out or setting out (3.1.2) a right angle

3.4.13

measuring wedge

wedge shaped measuring device for the measurement (3.1.1) of distances between two surfaces or points

Note 1 to entry: Measuring wedges usually have a slope of 1:10. They are often used for the measurement of joints.

3.4.14

feeler gauge

thin strip of metal of known thickness that can be inserted into a joint gap for the measurement (3.1.1) of clearances or into a crack to determine its width

3.4.15

sliding calipers

slide gauge

length measuring device consisting of two shanks of which one is in a fixed position and the other can be moved along a scale (3.3.1) on which the distance between the shanks can be read with the aid of an index (3.3.10) or a vernier (3.3.11)

3.4.16

micrometer screw

measuring device whose measuring length is provided with a scale (3.3.1) with thread transmission

3.4.17

spirit level

bubble level

device for indicating or checking horizontal or vertical planes, which consists of one or more sealed tubes made of glass containing a liquid and a trapped air bubble, mounted in a frame

[SOURCE:ISO 6707‑1:2017, 3.5.3.19, modified — The preferred term"bubble level" has been added.]

3.4.18

circular level

circular, flat bottomed spirit level (3.4.17) with the liquid under a slightly convex glass face with a circle mark at the centre

Note 1 to entry: A circular level is used to level a surface in all directions across a plane.

Note 2 to entry: The graduation is normally a circle (3.5.22) of approximately the same diameter as the bubble. In special cases the graduation consists of a number of concentric circles. Circular levels are normally used when a high degree of precision is not required.

[SOURCE:ISO 9849:2017, 3.2.16.1, modified — The preferred terms"bull's eye level","box bubble" and"circular bubble" have been omitted; note 1 to entry has been editorially updated.]

3.4.19

tubular level

spirit level (3.4.17) with a tube which is barrel-shaped internally and graduated on its upper surface (level gradation), fixed into a metal holder and fitted with adjusting screws

Note 1 to entry: A tubular level is often built and used for high precision levelling (3.6.4) in the direction of the tube.

[SOURCE:ISO 9849:2017, 3.2.16.2, modified — “tubular glass vial” has been replaced by “tube”.]

3.4.20

vial sensitivity

angle through which the tube of a spirit level (3.4.17) must be tilted to cause a displacement of the bubble over one scale (3.3.1) spacing

Note 1 to entry: The angle is normally 2 mm of the scale usually engraved on tubes which can be viewed directly.

3.4.21

electronic level

inclinometer

tiltmeter

instrument which detects inclination or changes of inclination under the influence of gravity by the use of electronic sensors

[SOURCE:ISO 9849:2017, 3.1.10.3]

3.4.22

optical square

compact, hand-held instrument that enables the observer by mirrors or prisms to view a point straight ahead as well as one perpendicular to it, and thus to set-out a right angle on the ground

3.4.23

plumb bob

conical device, suspended by a cord, by means of which a point can be projected vertically

Note 1 to entry: Plumb bobs are suitable only for rough centring of measuring instruments (3.1.7) over a point.

3.4.24

position piece

ancillary equipment (3.1.9) to facilitate an accurate indication of a measuring point (3.6.50)

Note 1 to entry: Examples of measuring points are corner points or points on the objects to be measured.

3.4.25

optical micrometer

reading device which facilitates the improvement of the reading (3.1.16) accuracy

Note 1 to entry: A major application is the coincidence micrometer to optically read angles, distances and other scales with a high accuracy.

[SOURCE:ISO 9849:2017, 3.2.29.3]

3.4.26

inclinometer

system for monitoring displacements across a measuring line by means of inclination measurements (3.6.34) in the field

Note 1 to entry: The system essentially consists of an instrument with one or more tilt sensors, a guide tube, a means to measure the position of the instrument in the guide tube and a read-out device.

Note 2 to entry: Data from inclinometers require evaluation, which can be done using proprietary software or spreadsheets.

[SOURCE:ISO 18674‑3:2017, 3.1]

3.4.27

laser measuring tool

measuring tool (3.1.11) that through the emission of light facilitates measurement (3.1.1) of the distance between the tool and the object

3.5.1

telescope

measuring telescope

part of a measuring instrument (3.1.7) that consists of a magnifying optical device in which a line through the optical centre of the objective lens and the cross hairs define the line of sight

Note 1 to entry: It comprises essentially an objective, a focusing lens (3.5.18) with focusing drive, a reticule (3.5.17) and an adjustable eyepiece.

Note 2 to entry: In total stations, often, the electronics and other parts of an electro-optical distance meter (3.5.6) or other devices are placed in the telescope.

[SOURCE:ISO 9849:2017, 3.2.38, modified — In Note 2 to entry, “electronic distance measurement device (EDM)” has been changed to “electro-optical distance meter”.]

3.5.2

level

levelling instrument

measuring instrument (3.1.7) for measuring differences in height (3.1.24) - by establishing horizontal lines of sight, comprising as main components a telescope (3.5.1) which can be rotated on a vertical axis (3.5.15) and a facility for levelling (3.6.4) the line of sight

Note 1 to entry: It can be additionally fitted with a horizontal circle (3.5.22) and/or a parallel plate micrometer (3.5.23) . The reticule (3.5.17) has sometimes stadia hairs for optical distance measurement (3.6.27) .

[SOURCE:ISO 9849:2017, 3.1.10, modified — The preferred term"levelling instrument" has been added;"measuring instrument" has added at the beginning of the definition; note 2 to entry has been omitted.]

3.5.3

water level

hydrostatic level

level (3.5.2) that consists of two or more glass tubes connected by flexible tubing filled with a fluid whose surfaces in the glass tubes define a reference level (3.1.23)

Note 1 to entry: The glass tubes are usually provided with scales (3.3.1) or with sensors.

Note 2 to entry: In building used for simple work, such as establishing points of common level. In land surveying, for measuring the difference in height (3.1.24) between points located at opposite sides of a large expanse of water, for example lakes, rivers.

3.5.4

theodolite

transit

measuring instrument (3.1.7) for measuring horizontal directions and vertical angles (3.6.10) , whose main components are the horizontal circle (3.5.22) and the vertical circle inclusive reading (3.1.16) systems, the telescope (3.5.1) and the alidade inclusive the horizontal and vertical rotation axes

Note 1 to entry: The telescope can be rotated around the horizontal axis (3.5.14) and vertical axis (3.5.15) .

Note 2 to entry: A theodolite can also be used for optical distance measurement (3.6.27) .

Note 3 to entry: A theodolite used in astronomical work is usually termed an astronomical theodolite or a transit instrument.

[SOURCE:ISO 9849:2017, 3.1.19, modified —"optical instrument" has been replaced by"measuring instrument".]

3.5.5

tachymeter

tacheometer

instrument for measuring horizontal directions, vertical angles (3.6.10) and distances

[SOURCE:ISO 9849:2017, 3.1.17]

3.5.6

electro-optical distance meter

electronic distance meter

EDM

measuring instrument (3.1.7) for measuring distances between the instrument and a reflective target (3.6.67) , using various electro-optical techniques, visible light or infrared radiation as carrier waves

Note 1 to entry: The target can be a reflector or any other surface.

[SOURCE:ISO 9849:2017, 3.1.3, modified — “measuring” has been added to the beginning of definition; Note 2 to entry has been omitted.]

3.5.7

tilting level

level (3.5.2) that has a tilting screw which enables the telescope (3.5.1) to be tilted on a pivot so as to obtain a levelled line of sight

3.5.8

automatic level

compensator level

self-levelling level

pendulum level

level (3.5.2) that makes use of a tilt compensator in the form of a system of prisms to ensure that the line of sight is horizontal once the operator has roughly levelled the instrument

3.5.9

optical plummet

instrument or device that realizes a visible line of sight in a vertical zenith or nadir direction

Note 1 to entry: The optical plummet can be levelled by liquid horizon, tubular levels (3.4.19) or compensators.

Note 2 to entry: An optical plummet can also be part of a geodetic instrument.

Note 3 to entry: It can also be used for placing a mark on the ground or centring an instrument (3.6.36) over a mark on the ground (nadir plummet) as well as for centring an instrument under a point (zenith plummet).

[SOURCE:ISO 9849:2017, 3.1.12]

3.5.10

optical precise plummet

optical plummet (3.5.9) comprising a telescope (3.5.1) with high magnification and precise devices (e.g. bubbles, compensator) to precisely realize the vertical line of sight

[SOURCE:ISO 9849:2017, 3.1.12.2]

3.5.11

direction indicating device

device which indicates a specified direction in space by means of rays of light, usually laser light

Note 1 to entry: Direction indicating devices are often used in tunnelling and pipe laying.

3.5.12

surface indicating device

device which indicates a specified reference plane in space, usually a horizontal plane, by means of rotating rays of light or by means of the Moiré effect of a screen pattern

3.5.13

sighting axis

collimation axis

lines between the focus points of the objective of a telescope (3.5.1) and the measuring point (3.6.50) which corresponds with the reticule (3.5.17)

3.5.14

horizontal axis

tilting axis

trunnion axis

axis on which the telescope (3.5.1) rotates up and down when moved vertically

Note 1 to entry: The horizontal axis is arranged normal to the optical axes of the telescope.

[SOURCE:ISO 9849:2017, 3.2.15]

3.5.15

vertical axis

standing axis

mechanical device defining the axis on which the alidade can be rotated

Note 1 to entry: In the correct measuring system (3.1.19) , the axis is positioned vertically by means of foot screws. The procedure of setting the axis vertically is called levelling an instrument (3.6.35) . The vertical axis passes through the centre of the horizontal circle (3.5.22) and is perpendicular to its plane. It also defines the point of the instrument to be centred over the point on the ground.

Note 2 to entry: Since the vertical axes are connected to the horizontal circle, they are in some countries, unfortunately, described as “horizontal axes”, although this description is not recommended for use in ISO standards.

[SOURCE:ISO 9849:2017, 3.2.44, modified — Note 2 to entry has been editorially updated.]

3.5.16

level axis

bubble axis

horizontal line tangential to the upper surface of the centred bubble which lies in the vertical plane through the longitudinal axis of the spirit level (3.4.17) tube

3.5.17

reticule

cross-hair plate

glass plate in the image plane of telescopes (3.5.1) (or of microscopes or reading (3.1.16) devices) on which various kinds of sight marks or reading indices are marked

[SOURCE:ISO 9849:2017, 3.2.30]

3.5.18

focusing lens

supplementary optical lens system mounted in a short tube which can be moved to and fro between the objective and the reticule (3.5.17) in a measuring instrument (3.1.7) so that the image of the object can be seen clearly in the plane of the reticule

Note 1 to entry: The operation is called focusing.

3.5.19

focusing distance

object distance

distance between the vertical axis (3.5.15) of a telescope (3.5.1) and that measuring point (3.6.50) which by focusing gives the clearest image of the object

Note 1 to entry: It is often necessary to pay attention to the shortest focusing distance.

3.5.20

focusing screw

device on a telescope (3.5.1) with which the focusing lens (3.5.18) can be moved

3.5.21

field of view

angle subtended at the telescope (3.5.1) by that portion of the horizon which can be seen through it

Note 1 to entry: Fields of view are specified either in degrees or in metres per kilometre.

3.5.22

circle

graduated circle

part of a measuring instrument (3.1.7) that consists of a disc with a circular scale graduated in degrees or other code patterns which may be subdivided

Note 1 to entry: The disc is usually made of glass.

Note 2 to entry: The disc is sometimes graduated in gons.

Note 3 to entry: Electronic theodolites (3.5.4) have coded circular scales on discs which are scanned.

Note 4 to entry: The horizontal circle for measuring horizontal directions is mounted centrally on the vertical axis (3.5.15) and securely attached to the base part during measurements (3.1.1) .

Note 5 to entry: The vertical circle for measuring vertical angles (3.6.10) is fixed at right angles to and centrally on the horizontally axis.

[SOURCE:ISO 9849:2007, 3.2.7, modified — “part of a measuring instrument that consists of a” has been added at the beginning.]

3.5.23

parallel plate micrometer

optical micrometer

auxiliary device for producing a known parallel displacement of the line of sight

Note 1 to entry: The main component is a thick plate of optical glass with plane parallel surfaces.

[SOURCE:ISO 9849:2017, 3.2.23, modified —"auxiliary" has been added at the beginning; the preferred term"optical micrometer" has been added.]

3.5.24

diagonal eye-piece

auxiliary device for a telescope (3.5.1) which deflects the sighting axis (3.5.13) through 100 gon or 90^o in order to make possible or facilitate steeply inclined sightings

Note 1 to entry: Diagonal eye-pieces enable sightings up to the zenith. They can be used, for example ここで, an obstacle behind the telescope obstructs access to the standard eye-piece.

3.5.25

line of collimation

line of sight of an optical measuring instrument (3.1.7) at the intersection of cross hairs on the reticule (3.5.17)

3.5.26

autocollimation

process of automatically producing a horizontal line of collimation (3.5.25)

3.5.27

GNSS receiver

electronic device that receives and digitally processes signals from GNSS (3.1.26) satellites in order to provide position, velocity and time (of the receiver)

3.6.1

method of measurement

logical sequence of operations, described generally, used in the performance of measurements (3.1.1)

[SOURCE:ISO/IEC Guide 98‑3:2008, B.2.7, modified — NOTE has been omitted.]

3.6.2

altimetry

determination of the height (3.1.24) of a point relative to a reference datum

3.6.3

heighting

altimetry (3.6.2) for buildings

3.6.4

levelling

operation of bringing a line or surface into the horizontal position, or of measuring differences in level (3.1.23)

3.6.5

trigonometric levelling

determination of a difference of level (3.1.23) by using an angle in the vertical plane and either a slope distance or a horizontal distance

Note 1 to entry: For trigonometric levelling c orrections (3.2.15) due to earth surface curvature and refraction are taken into account.

Note 2 to entry: For trigonometric levelling attention is paid to the position of the zero point of the vertical circle (3.5.22) . The vertical circle for measuring vertical angles (3.6.10) is fixed at right angles to and horizontally on the horizontal axis.

3.6.6

height of instrument method

method of levelling (3.6.4) based on the vertical distance between the horizontal axis (3.5.14) of a measuring instrument (3.1.7) and the measuring point (3.6.50) above which the instrument is centred

3.6.7

level of instrument method

method of levelling (3.6.4) based on the vertical distance between the horizontal axis (3.5.14) of a measuring instrument (3.1.7) and a reference datum

3.6.8

angular measurement

determination of the value of an angle between two directions from a given point

Note 1 to entry: Typically, an angular measurement (3.1.1) is obtained by pointing a theodolite (3.5.4) towards two targets (3.6.67) .

Note 2 to entry: Angles are usually measured in horizontal or vertical planes where a complete rotation of the circle (3.5.22) equals 400 gons or 360^o.

3.6.9

horizontal angle

angle between two convergent lines in a horizontal plane

Note 1 to entry: The two convergent lines are the lines of intersection on the horizontal plane, through the observation point, of the vertical planes containing the measuring points (3.6.50) .

3.6.10

vertical angle

angle between an arbitrary line and the horizontal or the vertical

Note 1 to entry: Vertical angles are measured from the horizontal or from the vertical relative to the observation point.

3.6.11

zenith angle

vertical angle (3.6.10) measured from the vertical above the observation point

3.6.12

measuring direction

horizontal angle (3.6.9) between a survey line (3.6.17) and an arbitrary reference line

3.6.13

oriented direction

measuring direction (3.6.12) whose reference line is parallel with the N-axis of a coordinate system (3.1.17)

Note 1 to entry: In construction works, the coordinate axis of a secondary system (3.6.83) is often parallel with the main construction axis.

3.6.14

bearing of a line

bearing

oriented direction (3.6.13) in a coordinate system (3.1.17) whose N-axis is approximately directed towards north (or south)

3.6.15

azimuth

angle between a connecting direction (3.6.16) and a line from the observer to a measuring point (3.6.50) of interest in the same plane)

3.6.16

connecting direction

reference direction

known oriented direction (3.6.13) from one known point towards another known point in a higher order system (3.6.80) , or a system of the same order used for the transfer of a direction

3.6.17

survey line

straight line, marked or sighted by a telescope (3.5.1) , from which points can be set out or measured

3.6.18

face left

when viewed from the eyepiece of the telescope (3.5.1) the vertical scale is to the left

3.6.19

face right

when viewed from the eyepiece of the telescope (3.5.1) the vertical scale is to the right

3.6.20

nadir angle

vertical angle (3.6.10) measured from the vertical below the observation point

3.6.21

ranging in

establishment of a point on a line between two measuring points (3.6.50)

3.6.22

wiggling in

establishment of a point on a line between two measuring points (3.6.50) , neither of which can be occupied and which are not visible from each other

3.6.23

transitting

face changing

operation by which the telescope (3.5.1) is rotated through 200 gons or 180^o about the horizontal axis (3.5.14)

Note 1 to entry: Transitting is used to eliminate the effects of some instrument errors.

3.6.24

half a set of observations

observation in one face

half a round

measurement (3.1.1) of a series of directions, from the same measuring point (3.6.50) , between the same reference line and different measuring lines carried out with the vertical circle (3.5.22) on the same side of the eyepiece, i.e. either face left (3.6.18) or face right (3.6.19)

Note 1 to entry: After the measurement of the last direction, the telescope (3.5.1) is again pointed in the direction of the reference line where the reading (3.1.16) on the horizontal circle should be the same as the initial one.

3.6.25

set of observations

observation in both faces

round of angles

measurement (3.1.1) of a series of directions, from the same measuring point (3.6.50) , between the same reference line and different measuring lines carried out when transitting (3.6.23) the theodolite (3.5.4) between two half sets in both faces ( face left (3.6.18) and face right (3.6.19) )

Note 1 to entry: The accepted observed value of the measured direction is the mean value of the values in face left and face right.

3.6.26

set of readings

record of a set of observations (3.6.25)

3.6.27

distance measurement

determination of the distance between two given points

3.6.28

reference tension

standard tension force

particular tension applied to a measuring tape (3.4.1) , for which the specified tolerance of the tape is valid

Note 1 to entry: Reference tension for a measuring tape of steel is normally 50 N or 100 N (approximately 5 kgf or 10 kgf).

3.6.29

sag correction

correction (3.2.15) which is applied to eliminate the difference between the length of a measuring tape (3.4.1) in catenary and its length when supported continuously

3.6.30

reference temperature

particular temperature for which the specified tolerance of a measuring instrument (3.1.7) or measuring tool (3.1.11) is valid

Note 1 to entry: The reference temperature for a measuring tape (3.4.1) of steel is normally 20^o.

3.6.31

slope correction

correction (3.2.15) which is applied to a distance measured on a slope to reduce it to a horizontal distance between the vertical lines through its end points

3.6.32

plumbing

establishment of a vertical line or the measuring in of the point of intersection between a vertical line through a measuring point (3.6.50) and a specified horizontal plane

3.6.33

plumb line

vertical line determined by a plumb bob (3.4.23) or optical plumbing (3.6.32)

Note 1 to entry: In construction works, the plumb line is a reference line in assembling or checking the “plumbness” of components.

3.6.34

inclination measurement

determination of the direction of a line in relation to the horizontal or vertical plane

3.6.35

levelling an instrument

procedure carried out by the operator to bring the vertical axis (3.5.15) to a vertical position

Note 1 to entry: In tilting levels (3.5.7) the final levelling (3.6.4) of the telescope (3.5.1) is carried out with the aid of a tilting screw.

3.6.36

centring an instrument

procedure carried out by the operator to bring the vertical axis (3.5.15) vertically over a mark on the ground or under a mark overhead using a plumb bob (3.4.23) or an optical plummet (3.5.9)

3.6.37

triangulation

measurement (3.1.1) of the angles of a network of connected triangles and the determination of the lengths of the sides by computation from measured selected sides or bases and for the purpose of determining the location of the points in the network

3.6.38

trilateration

method of determining the relative positions of objects using the known locations of three reference points and the measured distance between the object to be located and each reference point

[SOURCE:ISO/IEC 24730‑5:2010, 3.11]

3.6.39

traversing

procedure in which measuring points (3.6.50) are located by the successive measurement (3.1.1) of distances between each measuring point and the horizontal angles (3.6.9) between the intersecting lines joining adjacent measuring points to form either a closed loop, starting and finishing at the same point, or an open loop

3.6.40

closed traversing

traversing (3.6.39) which is either loop traversing (3.6.42) or connecting traversing (3.6.43)

3.6.41

open traversing

traversing (3.6.39) which starts from one measuring point (3.6.50) of known or adopted position but does not end at such a position

3.6.42

loop traversing

closed traversing (3.6.40) which starts and ends at the same position

3.6.43

connecting traversing

control traversing

closed traversing (3.6.40) which starts and ends at measuring points (3.6.50) whose positions have been determined

3.6.44

offset method

determination of the location of a new point (3.6.54) , by measuring or setting out (3.1.2) two distances, one along a given survey line (3.6.17) and one along a line perpendicular to the given survey line

3.6.45

polar method

determination of a new point (3.6.54) by measuring or setting out (3.1.2) a direction and a distance from a previously determined measuring point (3.6.50)

3.6.46

intersection method

determination of a new point (3.6.54) by measuring or setting out (3.1.2) the angles α and β from at least two previously determined measuring points (3.6.50)

3.6.47

resection method

determination of a new point (3.6.54) by measuring angles α and β from the point towards at least three previously determined measuring points (3.6.50)

Note 1 to entry: A minimum of three observations (3.1.15) are required with a fourth as a check.

3.6.48

tying in

determination of the location of a new point (3.6.54) by measuring distances (d, e) between the point and at least two previously determined measuring points (3.6.50)

3.6.49

constrained centring

arrangement whereby different units can be interchanged in such a way that they are always accurately re-centred at the same point on tripods, tribrachs or measuring pillars

3.6.50

measuring point

station

point from which or towards which a measurement (3.1.1) is carried out

3.6.51

recognition sign

sign that facilitates the recovery of measuring points (3.6.50)

3.6.52

ranging rod

rod (2 m or 3 m long), painted in two or three colours, and shod with iron shoes, used to mark measuring points (3.6.50) so that straight lines may be laid out over the ground and chained if necessary

[SOURCE:ISO 772:2011, 6.50, modified — “stations or other points in a survey” has been replaced by “measuring points”.]

3.6.53

permanent point

permanent mark

monument, US

measuring point (3.6.50) of a permanent character, whose co-ordinates have been determined and which can thereafter be used as a reference point for other measurements (3.1.1)

3.6.54

new point

measuring point (3.6.50) whose position is to be determined or set out

3.6.55

secondary point

permanent point (3.6.53) in a secondary system (3.6.83) from which base lines are established for setting out (3.1.2) of position points (3.6.61)

3.6.56

free station point

position of the theodolite (3.5.4) when using the resection method (3.6.47)

3.6.57

instrument station

point at which a measuring instrument (3.1.7) is set up

3.6.58

control point

measuring point (3.6.50) for a site survey (3.6.73) derived from the higher order system (3.6.80) established by the control survey (3.6.69)

3.6.59

primary point

permanent point (3.6.53) in a primary system (3.6.82)

3.6.60

station description

document that contains the data needed for the recovery of a measuring point (3.6.50)

3.6.61

position point

measuring point (3.6.50) which marks the position or the level (3.1.23) of a certain detail

3.6.62

bench mark

bm

mark whose height (3.1.24) above (or below) a certain datum is known and from which the level (3.1.23) of other points may be established

3.6.63

witness mark

mark placed at a known distance and direction from a measuring point (3.6.50) to aid in its recovery and identification

Note 1 to entry: A witness mark may be used to restore the original measuring point.

3.6.64

master bench mark

<site > bench mark (3.6.62) whose datum is obtained from a public survey

3.6.65

transferred bench mark

<site > subsidiary bench mark (3.6.62) whose datum is derived from the master bench mark (3.6.64)

3.6.66

temporary bench mark

<site > bench mark (3.6.62) set up for a particular project

3.6.67

target

ancillary equipment (3.1.9) used to indicate the location of measuring point (3.6.50)

3.6.68

aiming target

target (3.6.67) mounted or painted on a wall

3.6.69

control survey

measuring operations carried out by or ordered by the authorities in charge and according to rules laid down in ordinance and regulations, mainly for the purposes of mapping, registration of boundaries and providing accessible bench marks (3.6.62) to be used as reference points throughout the given area

3.6.70

topographic survey

determination for presentation in the form of maps of the configuration of the surface of the earth and the location of natural and artificial objects thereon

3.6.71

plane survey

survey for which measurements (3.1.1) are made on the assumption that the earth is flat and has no curvature

Note 1 to entry: Where the area concerned is small (a few square kilometres) and the accuracy of measurement (3.2.3) required is not of the highest order, calculations can be simplified by considering the earth to be flat or plane.

3.6.72

engineering survey

survey executed for the purpose of obtaining information for planning an engineering project or development and estimating its cost

3.6.73

site survey

location survey

report in advance of construction, on an area proposed for development

Note 1 to entry: Site survey involves, as well as measurements (3.1.1) , geographical, planning and regulatory constraints as well as enquiry into risks.

3.6.74

cadastral survey

boundary survey

land survey

property survey

topographic survey (3.6.70) to determine and record the boundaries of properties

Note 1 to entry: The accuracy of the determination depends on the scale and purpose of the mapping.

3.6.75

detail survey

measuring in

topographic survey (3.6.70) for the determination of the position or size of objects in site survey (3.6.73)

3.6.76

optical tooling

method of measurement (3.6.1) , mainly applied in the mechanical industries, using instruments of the same nature as surveying instruments, but provided with powerful telescopes (3.5.1) in order to obtain accurate reference lines and planes from which measurement (3.1.1) is made with micrometers and optical scales (3.3.1) and rods

Note 1 to entry: Special auxiliary equipment (3.1.10) makes facilitates the performance of more operations that would be possible with the normal types of survey instruments.

3.6.77

product measurement

measurement (3.3.1) to determine shape and dimensions of products

3.6.78

check measurement

independent informal measurement (3.1.1) to check the correctness and accuracy of a previous measurement

3.6.79

compliance measurement

construction survey , US

measurement (3.1.1) to verify compliance of a completed stage (ISO 6707-2:2017, 3.3.4)

3.6.80

higher order system

network of measuring points (3.6.50) which serves as a reference to establish another system of measuring points

3.6.81

official control system

higher order system (3.6.80) established by the control survey (3.6.69) and on which a site survey (3.6.73) is based

3.6.82

primary system

system of permanent points (3.6.53) on a particular measuring area to which all further measurements (3.1.1) on that area are related

3.6.83

secondary system

system of permanent points (3.6.53) on a site based on the primary system (3.6.82) and from which base lines are established for setting out (3.1.2) position points (3.6.61)

3.6.84

grid

two sets of parallel horizontal lines, usually at right angles to each other, that facilitate the positioning of construction works

3.6.85

structural grid

grid (3.6.84) that facilitates the positioning of structural elements

3.6.86

site grid

grid (3.6.84) that facilitates setting out (3.1.2) on sites

3.6.87

location grid

grid (3.6.84) that indicates the legal position of boundaries, axes of streets, and serves similar purposes

3.6.88

structural line

base line for setting out (3.1.2) position points (3.6.61) in a secondary system (3.6.83)

3.6.89

profile board

batterboard

offset board

board on which a line is marked for control of excavations, slopes or the setting out (3.1.2) of foundations

Note 1 to entry: The batterboard is set at the corner of an excavation to indicate the desired level and as a fastening for strings that show the outline of a foundation.

Note 2 to entry: An offset board is set at a horizontal distance perpendicular to a survey line (3.6.17) to establish the position of a specific point or feature.

3.6.90

single profile board

intermediate profile board

profile board (3.6.89) that marks an important line

3.6.91

corner profile

profile board (3.6.89) for a corner point

3.6.92

sight rail

short board, fixed horizontally to a stake at a certain level, to establish a line of sight (usually a horizontal line) between two points

3.6.93

boning rod

short board nailed horizontally to a stake of the right length and used to establish levels (3.1.23) or gradients between sight rails (3.6.92)

3.6.94

traveller

central boning rod (3.6.93) that is moved along the ground to check ground levels (3.1.23) or gradients between two sight rails (3.6.92)

3.6.95

free net

primary system (3.6.82) that is not connected to a higher order system (3.6.80)

3.6.96

user adjustment

permanent instrument adjustment

adjustment of a measuring instrument (3.1.7) employing only the means at the disposal of the user

Note 1 to entry: This is an operation normally carried out by the user. It involves the use of a measurement standard (3.1.14) , usually supplied with the instrument. The result of this operation automatically or manually adjusts certain parameters in order for the instrument to operate correctly.

[SOURCE:ISO 25178‑602:2010, 3.1.10, modified — The preferred term"permanent instrument adjustment" has been added; the domain"<measuring instrument>" has been omitted.]