### Article Index

This Chapter examines major differential leveling errors by source: Instrumental, Natural, and Personal.

Each error is described, its behavior identified (mistake, systematic, or random), and how it can be compensated.

## 1. Instrumental

Many instrumental maladjustments can be compensated by procedure or by adjusting the equipment. This chapter describes procedural or mathematical compensation, equipment adjustment is covered in Topic XV Equipment Checks and Adjustments.

### a. Sticking compensator

#### (1) Description

The compensator maintains a horizontal line of sight when the instrument is slightly out of level. A sticking compensator will not react correctly if the instrument's level condition is disturbed.

#### (2) Check

The process is described in Figure D-1.

 Set up and level the instrument. Clear parallax. Sight a level rod and note the reading. While sighting the rod, use a finger to firmly and gently press down on the forward end of the telescope. This will deflect the line of sight changing the reading. While holding the telescope depressed, the crosshairs should return to the initial reading. This is the compensator reacting as it should. Remove pressure from the telescope front; the line of sight will go up and then... ... should return to the initial rod reading. Figure D-1Compensator Check

Another way to check the compensator is to take a reading with the circular bubble centered, turn one of the leveling screws making the instrument slightly out of level, and check the reading again. If the second reading matches the first then the compensator is operating correctly. This must be done with care as turning a level screw too much can change the instrument’s elevation which can affect the second rod reading.

#### (3) Behavior

A level with a sticky or inoperable compensator cannot be reliably used. Its behavior is random and is not apparent when reading a rod.

#### (4) Compensation

If the compensator does not respond correctly, it should be sent in for repair. The internal mechanism is delicate and sealed from dust and should only be adjusted by a qualified service technician.

### b. Horizontal crosshair

#### (1) Description

On an adjusted level, the horizontal crosshair is truly horizontal when the instrument is correctly set up. This allows accurate rod reading using any part of the crosshair.

#### (2) Check

Follow the process shown in Figure D-2

 Set up and level the instrument. Clear parallax. Sight a rod with one end of the horizontal crosshair and note the rod reading. While sighting through the telescope, use the slow motion to horizontally scan across the rod. If the reading doesn't change. the horizontal crosshair is in adjustment. Figure D-2Horizontal Hair Check

#### (3) Behavior

As long as the adjusting screws are not loose, the crosshairs will maintain their orientation resulting in systematic behavior.

#### (4) Compensation

(a) Adjustment - See Topic XV Chapter C Automatic Level.

(b) Procedural - Use the crosshairs' intersection for all rod readings, Figure D-3.

 Figure D-3Horizontal Hair Compensation

### c. Collimation

#### (1) Description

On an adjusted instrument which is correctly set up, the Line of Sight (LoS) should be horizontal and perpendicular to the Vertical Axis (VA).

#### (2) Check

The check for a horizontal LoS is quite involved and discussed in Topic XV Chapter C Automatic Level. The check is not usually performed on a daily basis, however it can be compensated proceduraly.

#### (3) Behavior

A non-horizontal LoS means the instrument has a collimation error. A LoS that is inclined or depressed from horizontal, Figure D-4, introduces a rod reading error.

 Figure D-4Collimation Error

Collimation error is caused by the vertical position of the crosshairs: if they are too low then the LoS is inclined; if they are too high, the LoS is depressed.

The amount of reading error is a function of distance, Figure D-5. The error increases linearly as distance increases, e.g., the error at 200 ft is twice that at 100 ft. Collimation error is systematic.

 Figure D-5Collimation Error Behavior

#### (4) Compensation

(a) Adjustment - the instrument can be adjusted by performing a collimation check, explained in Topic XV Chapter C Automatic Level.

(b) Mathematical - A byproduct of the collimation check is the actual collimation error expressed as an angle or a vertical-to-horizontal ratio. This can be applied to rod readings as long as the sight lengths are known. A numeric example is included in Topic XV Chapter C Automatic Level.

(c) Procedural - For most leveling projects, collimation error can be removed by balancing BS and FS distances, that is, making them equal.

 Figure D-6Collimation Error Compensation

If the BS and FS distances are equal, Figure D-6, then the reading error in both will be the same: eBS=eFS. Because ElevB = ElevA + BS - FS, the BS error (eBS) is added and the FS (eFS) error is subtracted so the collimation error cancels. That means that the elevation of B is correct with respect to A if the BS and FS distances are equal. However, the EI is incorrect since it is subject only to the BS error. That's why in differential leveling we have one BS and one FS per setup and make sure their distances are approximately equal.

How close must the BS and FS distances be? It depends on the accuracy level of the survey. Table D-1 shows the maximum allowable BS and FS distance difference (as well as maximum distance) for formal  First, Second, and Third Order geodetic leveling.

 Table D-1 units are meters per setup is for each instrument setup per section is cumulative difference for each closed network From Standards and Specifications for Geodetic Control Networks, FGCS, 1984; Section 3.5 Geodetic Leveling.

Considering that Third Order allows a 10 meter (~33 ft) differential, keeping distances balanced within several paces for local projects should be sufficient. Yes, pacing is an acceptable way to balance distances.

Balancing BS and FS distances works without having to determine the collimation error. If present, the error cancels.

### d. Rod bubble

#### (1) Description

A rod bubble is used to keep the rod vertical for readings. If the rod bubble is off, then the rod will not be vertical and reading errors will be introduced.

#### (2) Check

Because a rod bubble lives a hard life, it should be checked at the beginning of each leveling day. A rod bubble can be checked using a prism pole having an adjusted bubble. Other methods are explained in Topic XV Chapter B The Grunt Stuff.

#### (3) Behavior

Bubble maladjustment is a systematic error. Regardless how it is held against a rod, it will cause the rod to be off vertical the same amount. If the rod is off vertical, readings will be too high.

#### (4) Compensation

(a) Adjustment - Follow the procedure in Topic XV Chapter B The Grunt Stuff.

(b) Mathematical - Even though the error is systematic, a mathematical correction cannot be computed unless the amount of bubble maladjustment is known.

(b) A maladjusted bubble should not be used, neither should a bubble whose adjustment can't be verified. Instead of using the bubble, slowly wave (rock) the rod toward and away from the instrument operator, Figure D-7.

 Figure D-7Waving the Rod

The instrument person will see the readings increase and decrease as the rod is rocked. The lowest reading occurs when the rod is vertical.

### e. Waving (rocking) a rod

#### (1) Description

If the rod is slowly waved back and forth, the instrument person will see the reading rise and fall; the rod is vertical when the reading is lowest.

#### (3) Behavior

An error could be introduced, however, if the rod is sitting on a hard flat surface. On older Philadelphia rods which have sliding sections, the bottom of the rod is deep enough to support the upper section when collapsed. This gives the rod a larger footprint than a telescoping rod. When the rod is rock backward, the pivot point is at the back of this footprint and it actually raises the rod a little.

In Figure D-8, each division line represents a tenth of a foot. When the rod is vertical, it reads 1.00 ft. When tipped back approximately 5 degrees, the reading is below 1.00 ft. The lowest reading, in this situation, is not the correct one. Here it appears to introduce an error of about 0.014 ft in the first foot on the rod. Readings higher up on this tipped rod will have slightly increasing error. Tipping the rod forward a like amount will have less error.

 Figure D-8Waving Rod Error

Even shallower rods will experience a certain amount of "lift" when rocked. Because it results from a rod's physical dimensions, it behaves systematically.

When three-wire levelling, the rod should not be rocked at all because the it only works for the center crosshair, Figure D-9

 Figure D-9Three-wire Levelling

#### (4) Compensation

Use an adjusted rod bubble, especially if running three-wire leveling. This is the best procedural solution.

A turning pin or turtle with a rounded tip prevents rod lift, Figure D-10, but only on intermediate points. Rocking the rod on non-round top points can still cause errors.

 Figure D-10

## 2. Natural

### a. Climate

#### (1) Description

Weather can have various detrimental effects on leveling accuracy:

• Heat waves are atmospheric anomalies that can randomly bend the LoS or make the rod difficult to read.
• Wind gusts will cause the compensator to bounce as well as make it a challenge to hold an extended level rod vertical.
• A large temperature difference between equipment storage and use requires acclimation time or tripod leg locks may loosen and slip.
• Cold uncomfortable temperatures can result in haphazard work.

#### (2) Behavior

Cumulative effect is random.

#### (3) Compensation

In as much as possible select times and locations minimizing climate impacts. Allow equipment temperature acclimation. Dress for conditions.

### b. Curvature

#### (1) Description

Recall that a level line is curved and the LoS is horizontal. Both coincide at the instrument but separate as the distance from the instrument increases.

#### (2) Behavior

Figure D-11 shows that curvature causes the rod reading to be too high.

 Figure D-11Curvature Error

The effect of curvature is systematic; it is a function of distance, Equation D-1.

 c = -0.667M2 = -0.0239F2 Equation D-1 c: reading correction, ft M: distance to rod, miles F: distance to rod, 1000s of ft

Note: F in 1000s of feet means, for example, that at 100 ft, F = 100/1000 = 0.1

#### (3) Compensation

(a) Mathematical - Curvature can be accounted for by computing and applying the correction, Equation D-1, to the rod reading.

(b) Procedural - Because curvature is a function of distance, balancing BS and FS distances, Figure D-12, allow it to cancel: CBS (added) is the same as CFS (subtracted).

 Figure D-12Curvature Compensation

### c. Refraction

#### (1) Description

Even if there are no atmospheric anomalies, the fact that the LoS has to pass through atmosphere causes it to bend, introducing a reading error.

#### (2) Behavior

Refraction causes the LoS to be bent downward, Figure D-13, resulting in a rod reading that is too low.

 Figure D-13Refraction Error

The effect of refraction is systematic and is a function of distance, Equation D-2.

 R = +0.093M2 = +0.0033F2 Equation D-2 R: reading correction, ft M: distance to rod, miles F: distance to rod, 1000s of ft

#### (3) Compensation

(a) Mathematical - Refraction can be accounted for by computing and applying the correction, Equation D-2, to the rod reading.

(b) Procedural - Being a function of distance, balancing BS and FS distances allows refraction to cancel, Figure D-14: RBS (added) is the same as RFS (subtracted).

 Figure D-14Refraction Compensation

## 3. Personal

### a. Instrument set up

#### (1) Description

A stable correctly set up instrument is crucial for accurate leveling.

#### (2) Check

Anything that causes instrument instability or user discomfort will cause errors

#### (3) Behavior

The cumulative effect of an adverse, unstable, and uncomfortable setup situation is random.

#### (4) Compensation

Select a optimal location - dry, solid ground,; avoid asphalt.  Setting up on or near roads can cause the compensator to "bounce" when vehicles go by; this can also happen on construction sites near heavy equipment.

Verify that legs are firmly seated, tripod hardware and legs are snug, instrument is at comfortable working height and correctly leveled.

### b. Parallax

#### (1) Description

Parallax was discussed in I. Basic Principles Chapter E. Parallax is affected by malfocus and observer's eye geometry. It results in image separation, Figure D-15.
 Figure D-15Parallax

#### (2) Check

Focus on an image. While sighting the image, move you head slightly. If parallax is present, the crosshairs will appear to move across the image.

#### (3) Behavior

Because the location of the operator's eye can change the amount the image and crosshairs shift with respect to each other can vary. This causes random errors in rod readings.

#### (4) Compensation

Follow the procedure described in I. Basic Principles Chapter E.  Parallax should be checked and cleared every time the instrument operator changes.

### c. Sight distance

#### (1) Description

Accurate rod readings are more difficult at longer sight distances. This is not only because the rod and its divisions become visually smaller, but also because the relative size of the crosshairs become larger on the rod. Figure D-16 shows the same rod and reading at two difference distances: the rod in (b) is twice as far away as the rod in (a).

 Figure D-16Same Reading at Different Distances

In addition, wind and atmospheric anomaly errors along the line of sight increase at longer distances. All these conspire to introduce reading errors, and they can be substantial. Most manufacturers will specify a maximum working range for an instrument (check the manual) but consider this being for ideal conditions. Shorter sights may mean more setups but the trade off is more reliable readings.

#### (2) Behavior

The overall effect of longer sight errors is random.

#### (3) Compensation

Keep sights shorter.

### d. Rod Use

#### (1) Description; Behaviors

Modern rods generally use a multi-part telescoping design. The first section may be 0 to 4 feet, the second 4 to 8, and a third 8 to 12. On some, it is easy to telescope the incorrect section resulting in a 8 foot tall rod which is graduated from 0 to 4 ft followed by a 8 to 12 ft section. Any reading above 4 ft on the rod would have a 4 ft error. Although this is a systematic error, consider it a mistake for not correctly extending the rod.

A traditional wooden Philadelphia rod is usually a two-section sliding design with each section approximately 7 ft long. When extending the rod, the rod person must be careful of two things:

1. To extend the rod all the way until it locks, and,

2. To face the correct side to the instrument. The bottom of the back side is blank, but the upper back side is numbered in decreasing fashion.

While systematic, incorrect rod use are mistakes.

#### (2) Compensation

Mistake reduction comes from experience. Practice, practice, practice.

#### (1) Descriptions; Behaviors

The first time a surveyor reads a level rod can be confusing. A common mistake is a reading that is exactly one foot off. This happens when the sight through the telescope looks like Figure D-17.

The novice surveyor may concentrate on interpreting the hundredths and tenths, coming up with .93, and then subconsciously grab 5 for the foot reading because it's in the field of view. He'll report a reading of 5.93 when it should be 4.93.

If the distance is short, the foot number may not appear in the field of view. In that case, after obtaining the hundredths and tenths, the surveyor should tell the rod person to "raise for red." The rod person then raises the rod slowly and the instrument person reads the first red number which appears.

Most modern rods have small red foot numbers between the normal ones for these situations.

While a systematic error, it is very difficult to isolate and can be considered a mistake.

Most instrument telescopes have two stadia crosshairs equally spaced above and below the horizontal crosshair. These are used for horizontal distance determination as well as for precise Three-Wire Leveling. They are also used for LoS collimation which is discussed in Topic XV Chapter C Automatic Level.

A common mistake by a new surveyor is to read the level rod using one of the stadia hairs resulting in a reading that is either too high or too low, Figure D-18.

Reading the wrong crosshair is a mistake.

#### (2) Compensation

Practice makes perfect.

### f. Recording errors

#### (1) Description; Behaviors

Learning to compile field notes correctly can be confusing rife with errors for the beginning surveyor. Common problems include incorrect recording and running calculations.

It's important to compute EIs and point elevations as the data are collected and that a page check be done immediately at the completion of a page. Sometimes, a large rod reading mistake (see above) can be identified right away when the elevation is computed and checked visually. Running calculations are needed to determine closure at network completion and the page check helps identify and correct math errors.

These are mistakes.

#### (3) Compensation

Mistakes lessen as experience is gained. Some computation errors can be found and resolved performing a page check.