FW08 — Closed Traverse Using a Total Station - Report

FW08 — Closed Traverse Using a Total Station

I — Project Details

Item	Record
Fieldwork / Project	FW08 — Closed Traverse Using a Total Station
Location	University Campus — Control Exercise
Date / Time	October 15, 2026; 1:00–4:00 PM
Group / Section	Group 1 / CE Surveying
Traverse	A-B-C-D-A
Starting Coordinate	A = N 1000.000 m, E 1000.000 m
Coordinate Reference	Assumed local coordinate system
Instrument / Prism Constant	5″ total station / 0 mm
Weather / Visibility	Clear; unobstructed prism sights

II — Survey Team and Equipment Used

A — Survey Team

Member	Assignment / Description	Remarks
Student A	Party Chief	None
Student B	Total Station Operator	None
Student C	Prism Person	None
Student D	Recorder / Data Checker	None
Student E	Station Marker	None
Student F	Safety Observer	None

B — Equipment Used

Equipment / Instrument	ID / Description	Quantity	Remarks
Total Station	TS-02; 5″ least count	1	Centering and leveling checked
Tripod	TP-03	1	Serviceable
Prism and Pole	PR-01 / PP-02	1 set	Prism constant 0 mm; pole bubble checked
Optical Plummet	Built into TS-02	1	Checked at every station
Station Stakes	A, B, C, D	4	Stable and labeled
PPE Set	High-visibility vest and closed shoes	6	Complete

III — Project Sketch and Photo Documentation

A — Project Sketch

FW08 adjusted total-station traverse — FW08 — Adjusted Total-Station Traverse

B — Google Maps Location Points

Point / Area	Map Record	Purpose / Limitation
Traverse work area	Verified Google Maps pin or polygon required in actual report	Geographic context
Stations A to D	Verified WGS84 points may be included if independently captured	Assumed local coordinates remain the computation basis
Starting control	A and backsight reference identified in field sketch	Prevents confusing map location with survey control

C — Photo Documentation — Dedicated Page

Reserve one complete report page for the embedded original images represented by this register.

Photo	Image File	Description
1	FW08-photo-01.jpg	Total station centered and leveled over Station A
2	FW08-photo-02.jpg	Prism pole held vertical at the foresight station
3	FW08-photo-03.jpg	Station occupation and angular observation sequence
4	FW08-photo-04.jpg	Closing observation and field-data review

IV — Observations and Data

A — Angular Observations

Station	Interior Angle
A	89°59′58″
B	90°00′05″
C	90°00′03″
D	89°59′54″
Sum	360°00′00″

B — Accepted Directions and Distances

Line	Horizontal Distance (m)	Azimuth
AB	80.012	35°00′10″
BC	59.995	125°00′05″
CD	80.004	215°00′02″
DA	59.998	305°00′08″
Perimeter	280.009

C — Unadjusted Components and Closure

Line	Latitude (m)	Departure (m)
AB	+65.5398	+45.8962
BC	-34.4129	+49.1442
CD	-65.5350	-45.8890
DA	+34.4153	-49.1461
Sum	+0.0072	+0.0052

Quantity	Result
Linear error of closure	0.00887 m
Relative precision	approximately 1:31,557

D — Bowditch Adjustment and Adjusted Coordinates

Line	C-Lat (m)	C-Dep (m)	Adjusted Lat (m)	Adjusted Dep (m)
AB	-0.00206	-0.00148	+65.53771	+45.89470
BC	-0.00154	-0.00111	-34.41445	+49.14308
CD	-0.00206	-0.00148	-65.53705	-45.89052
DA	-0.00154	-0.00111	+34.41380	-49.14726
Sum	-0.00721	-0.00517	0.00000	0.00000

Station	Northing (m)	Easting (m)
A	1000.0000	1000.0000
B	1065.5377	1045.8947
C	1031.1233	1095.0378
D	965.5862	1049.1473
A (close)	1000.0000	1000.0000

V — Computations and Assumptions

Angular closure for a four-sided polygon:

\sum\theta_{\mathrm{theoretical}}=(4-2)(180^\circ)=360^\circ

The observed sum is exactly $360^\circ00'00''$ , so the model applies no angular correction.

Linear closure:

LEC=\sqrt{(0.0072)^2+(0.0052)^2}=0.00888\text{ m}\approx0.00887\text{ m}

\text{Relative precision}=\frac{280.009}{0.00887}\approx1:31{,}557

Bowditch corrections for course length $L_i$ and perimeter $P$ :

C_{Lat,i}=-\sum Lat\left(\frac{L_i}{P}\right),\qquad C_{Dep,i}=-\sum Dep\left(\frac{L_i}{P}\right)

Assumptions and conventions:

Coordinates use an assumed local system with Station A fixed.
Positive latitude is north; positive departure is east.
The prism constant is 0 mm and entered correctly.
Bowditch adjustment is appropriate because angular and distance observations are treated as having comparable relative quality.
Displayed correction sums use unrounded internal values; table entries are rounded for reporting.

VI — Remarks and Conclusions

A — Remarks

The angular observations close exactly in the model dataset.
Centering, prism-pole plumbing, target pointing, atmospheric conditions, and instrument/prism settings are probable error sources.
Unadjusted observations and components remain visible after adjustment.

B — Conclusion

The unadjusted traverse closes by 0.00887 m (8.87 mm) over 280.009 m, equivalent to approximately 1:31,557. After Bowditch adjustment, latitude and departure sums are zero and the coordinates return to Station A.

Example filename: `G#1-P#8-Total Station Traverse.pdf`