Topographic Survey Requirements

Sanitary Sewer Overflow (SSO) Control

and Wastewater Facilities Program

Topographic Survey

Requirements

City of Baton Rouge/Parish of East Baton Rouge

Department of Public Works

Submitted by

Prepared by: Tim Jett

Reviewed by: Jennifer Baldwin

Approved by: James Hawley

Revision 1

August 2009

MKE/092380086 III REV. 1 / AUGUST 2009

Contents

Section Page

1. Introduction........................................................................................................................1-1

2. General ................................................................................................................................2-1

3. Control Points .....................................................................................................................3-1

4. Survey Limits and Cross Sections...................................................................................4-1

5. Utility Locations .................................................................................................................5-1

6. Deliverables........................................................................................................................6-1

MKE/092380086 1-1 REV. 1 / AUGUST 2009

1. Introduction

This document provides requirements for surveying performed for projects associated with

the City of Baton Rouge/Parish of East Baton Rouge (C-P) Sanitary Sewer Overflow (SSO)

Control and Wastewater Facilities Program. The term Engineer is defined as an engineering

design firm under contract with the C-P and producing engineering design work on the

Program. These requirements are provided to encourage consistency in the design approach

used by various Engineers.

While the purpose of these requirements is to assure uniformity, it is not intended to stifle

Engineer’s creativity, design innovation, and ingenuity. Engineers shall review these

requirements and adopt them for design of the facilities for which they are responsible.

Engineers are ultimately responsible for their design, and this responsibility is in no way

diluted or absolved by these requirements.

It may be necessary for the Engineer to deviate from these requirements. In such cases, the

Engineer shall immediately bring this matter to the attention of the Program Manager (PM)

by completing and submitting the form included in the Program Requirements for Engineers.

The PM reserves the right to allow or disallow the deviation from the requirements. If the

deviation will impact design contract terms, then a Supplemental Agreement will be

negotiated between the Engineer, the PM, and the C-P.

MKE/092380086 2-1 REV. 1 / AUGUST 2009

2. General

The surveyor shall follow the current standards of practice as outlined in the Laws and

Rules of the Louisiana Professional Engineering and Land Survey Board in conducting

surveys. As such, all work shall adhere to modern surveying theory, practice, and

procedures. Surveys shall be performed in English units and all data collected shall be

reduced to state plane coordinates.

If right-of-way or servitude maps are required for the project, they shall be prepared in

accordance with the Program Right-of-Way Map/Real Estate Standards.

MKE/092380086 3-1 REV. 1 / AUGUST 2009

3. Control Points

Horizontal and vertical control points for design, topographic, boundary, and construction

surveys shall meet the accuracy of surveys for a Class A (Urban) Survey as outlined in the

Rules of the Louisiana Professional Engineering and Land Survey Board. Horizontal control

shall be NAD 83 (92) and vertical control shall be NAVD 88. Surveyor shall only use EBR 88

monuments.

As part of the C-P SSO Program, the C-P Department of Public Works (DPW), in

conjunction with the U. S. Army Corps of Engineers, New Orleans District, has established

20 vertical control benchmarks to be utilized for surveying performed as part of the

Program. Information related to these benchmarks including their locations is available on

the Program Web site at www.brprojects.com/sewer/pages/contractor_guidelines.htm.

MKE/092380086 4-1 REV. 1 / AUGUST 2009

4. Survey Limits and Cross Sections

The Engineer shall perform survey work to determine all surface features and at or below

ground elevations at the project site and/or located within the right-of-way along the entire

alignment and other areas as may be necessary to develop plan and profiles and site plans

for the recommended project. The Engineer may choose to utilize Global Positioning System

(GPS) data for mapping of x-y coordinates. The scope of the surveying work shall include,

but not be limited to:

• Determining boundary conditions (site property boundary, temporary and permanent

servitude widths determined, and rights-of-way-widths).

• Confirming existing facilities controls and elevations with current survey and

Establishing additional survey control points where required.

• Identifying mapping options and develop preliminary and/or final design mapping.

• Performing field survey in State Plane Coordinate control. All existing surface features

within the project limits shall be shown. Surface features include, but are not limited to,

edge of pavement, pavement type, curb, gutter, sidewalks, retaining walls, driveways,

parking lots, utility poles, utility towers, overhead electric lines, pavement markings

(including type of pavement marking), traffic lights, traffic signs, all other signs, tree

type and trunk diameter, drainage channels (including invert and water surface

elevations at sewer line crossing), water bodies (ditches, streams, creeks, rivers, ponds,

etc.) including invert and water surface elevations at sewer line crossing, railroads,

structures, bridges, columns, telephone boxes, fences, gates, and all other surface

features. The size and type of all surface features shall be shown.

• Performing phased or final design level mapping.

• Defining legal issues and constraints (ownership’s, zoning, servitudes, etc.).

• Obtaining parcel maps and ownership information within the project limits. Property

corner surveys shall be conducted within the project limits. All existing lot numbers and

plat information shall be shown.

• Field surveying pavement match points (curbs, gutter, sidewalk, pavements, etc.).

• Researching and showing records of existing adjacent public utility systems.

• Plotting all existing utilities (see Louisiana R.S. 38:2223).

• Field surveying and showing on drawings all underground features and utilities within

the project limits. These include, but are not limited to, sanitary and storm sewers,

water, gas, electric, telephone, cable, fiber optic, traffic loops, services (water, sewer, gas,

and all other services), manholes (including top and invert elevation), utility vaults

(including top and invert elevation), valve boxes (water valves, sewer valves, gas valves,

and all other valves, including top and invert elevations), storm inlets (including top and

TOPOGRAPHIC SURVEY REQUIREMENTS

REV. 1 / AUGUST 2009 MKE/092380086

invert elevation), junction boxes (including top and invert elevation), utility

appurtenances, cleanouts, water meters, lift stations (wet wells, dry wells, and aboveground

piping and valves, including top and invert elevations for wet wells and dry

wells and surface drains and centerline elevations for above-ground piping and valves),

septic systems, storage tanks, and all other underground features. The type, size,

alignment, depth, and top and invert elevations of the underground features shall be

noted. Slopes and flow lines shall be noted for existing sewer lines. Materials of

construction of underground utilities shall be provided where available.

• Survey existing building floor elevations at all identified pump station sites. Provide one

XYZ coordinate on flat open ground in the immediate vicinity of each of the identified

existing and proposed pump stations.

If applicable, special areas or elements to be mapped (using GPS data) include:

• Hazardous materials

• Archaeologically important areas

• Wetlands/endangered species

• Flood plains

• Geotechnical exploration drill holes and test pits

MKE/092380086 5-1 REV. 1 / AUGUST 2009

5. Utility Locations

The Engineer shall collect as-built utility drawings and utility inventory from the Program

Manager. The surveyor shall collect all visible utilities and utility markers and show them

on the survey plans. The surveyor shall also call LA One Call and collect location of the

underground utilities as indicated by LA One Call. Surveyor shall submit call or reference

number received from LA One Call to the Program Manager as verification of the request

for utility locations. If additional utility location activities are included in the Project scope,

such as potholing, the surveyor will also include the locations of all utilities located by these

additional activities on the survey plans and profiles, as applicable.

MKE/092380086 6-1 REV. 1 / AUGUST 2009

6. Deliverables

The survey shall include the following deliverables, to be submitted with other design

deliverables, as appropriate.

• Copy of all survey notes and field roll

• Plan and profiles broken into 24 x 36-inch sheets with station and offset to all utility

poles, fire hydrants, building corners, headwalls, and drainage structures

• Vertical profiles showing the existing centerline ground surface above the proposed pipe

or structure, drainage pipes, pipeline crossings, utilities, ditch centerlines, and other

critical information

• AutoCAD drawings, in accordance with the Program CAD Requirements, showing all

collected data in three dimensional coordinates along with the required pen setting files

• Drawing files in pdf format at full size (24 x 36)

Traverse Calculations

1

Traverse Calculations

Traversing Methods

• Angle and Distance (Total Station Surveys)

• Direction and Distance (Compass-tape

Surveys)

2

Traversing Methods

• Angle and Distance

(Total Station

Surveys)

Traversing Methods

• Direction and Distance

(Compass-tape

Surveys)

3

Traversing Methods

• Direction and Distance

(Electronic

equipment)

Traverse Types

• Loop

– Geometrically closed

– Mathematically closed (checks possible)

• Connecting

– Geometrically open

– Mathematically closed (checks possible)

• Open

– Geomet. and Math. open (no check)

4

Loop Traverse

• Geometrically closed

• Mathematically closed (checks possible)

Connecting Traverse

• Geometrically open

• Mathematically closed (checks possible)

5

Open Traverse

Geometrically open

Mathematically open

Overview of Calculations

• Distance reduction

• Angle closure and angle adjustment

• Calculate direction for each side

• Calculate Latitude and Departure

• Calculate Linear error of closure (LEC) and

Relative error of closure (REC)

6

Overview (cont.)

• Adjust latitudes and departures (traverse

adjustment)

• Compute coordinates (Northings (y) and

Eastings (x) )

• Compute Area

• Inverse Problem - Given the coordinates of

two points find, dir. and dist. between them

Distance Reduction

HD = SD⋅ Cos(α ) = SD⋅ Sin(ZA)

7

Perform Angle Closure

• Closure = ( meas. or calc.) – (fixed or

known)

• Closure should meet standard of accuracy

required for traverse specification being

followed. See ALTA-ACSM specifications

for boundary traverses.

Angle Closure (cont.)

• If the angle closure fails to meet the

standard of accuracy, a gross blunder or an

unaccounted for systematic error is

suspected among the measurements.

• In either case the measurement with the

blunder or the error should be isolated and

replaced by remeasurement before

continuing with the calculations.

8

Perform Angle Adjustment

• Starting point is correction per angle.

• CA= correction per angle = - Closure ÷ n

n = number of angles

• The CA should be an integer number. Use

integer arithmetic to calculate it.

9

Angle Adjustment (cont.)

• Adjust for Horizon Closure or Calculate Mean Int.

• Mean Int. = Int. + CA

Angle Adjustment (cont.)

CA = - (+95”) ÷ 2 = - 48”

CA = - (+15”) ÷ 2 = - 07”

3 26° 53’ 35’ 333°06’15” 359°59’50” - 10” + 05”

2 83° 16’ 55” 276°43’20” 360°00’15” + 15” - 07”

1 69° 49’ 30” 290° 12’05” 360°01’35” + 95” - 48”

Sta Int. Ext. Sum Clos CA

Field Angles

10

Angle Adjustment (cont.)

• Mean interior = Int. + CA

Sum = 179°59’10”

3 26° 53’ 35 + 05” 26° 53’40”

2 83° 16’ 55” -07” 83°16’ 48”

1 69° 49’ 30” - 48” 69°48’ 42”

Sta. field int. CA Mean int.

Angle Adjustment (cont.)

• Calc. Adj. Int. Angle or adjust for geometric sum

• Closure = 179° 59’ 10” – 180° 00’ 00” = - 50”

• CA = - (-50”) ÷ 3 (do division longhand, find

remainder and adjust that many (remainder) angles by

one second more ; prevents round off error)

11

Angle Adjustment (cont.)

3 26° 53’40” + 16” 26° 53’56”

2 83°16’ 48” + 17” 83°17’ 05”

1 69°48’ 42” + 17” 69°48’ 59”

Sta. Mean int. CA Adj. int.

Adjusted Interior = Mean int. + CA

Check Sum = 180° 00’ 00”

Calculate the Azimuth of each

side of the traverse

Key points

•Use the adjusted or balanced angles

•Requires knowledge of the traverse configuration or the

direction of travel around the traverse. I.e., is the order of

stations clockwise or counter clockwise as you proceed

from station to station?

12

Calculate the Azimuth of each

side of the traverse (cont.)

Key points cont.

•Requires knowledge of different horizontal angles - int.,

ext., deflection angle, angle-to-the-right, etc.

•Meridians are parallel

•Line intersecting parallel lines creates equal alternate

interior angles ( see Geometry Review)

Geometry Review

13

Review (cont.)

Review (cont.)

14

Calculate the Azimuth of each

side - using Adjusted Int. Angles

Find the Azimuth of side 2-3

15

Find the Azimuth of side 3-1

Calculate azimuth - check 1 -2

16

Calculate Latitude and Departure

• Latitude = lat = HD · Cos(β)= HD · Cos( Az)

• Departure = dep = HD · Sin (β) = HD· Sin (Az)

Sign Convention

Latitudes and Departures (cont.)

Connecting Σ lat = ΔN Σ dep = ΔE

Loop Σ lat = 0 Σ dep = 0

latitudes departures

Traverse Mathematical Condition

type

17

Latitude and Departure (cont.)

Loop Traverse

Latitude and Departure (cont.)

Connecting Traverse

18

Lat and Dep (cont.)

lat 104 919 cos 340 00 00 98 592

dep 104 919 sin 340 00 00 0 35 884

lat 217 643 cos 76 42 55 50 012

dep 217 643 sin 76 42 55 211819

= ⋅ ° = +

= ⋅ ° = −

= ⋅ ° = +

= ⋅ ° = +

. ( ' ") .

. ( ' " .

. ( ' ") .

. ( ' ") .

Example Calculation for lines 1-2 and 2-3

• Latitude = lat = HD · Cos(β)= HD · Cos( Az)

• Departure = dep = HD · Sin (β) = HD· Sin (Az)

Lat and Dep (cont.)

3-1 229°48’59” 230.222 - 148.548 -175.885

Totals 552.784 + 0.056 + 0.050

2-3 076°42’55” 217.643 50.012 211.819

1-2 340°00’00” 104.919 98.592 - 35.884

Line Az HD (ft.) Lat (ft.) Dep (ft.)

19

Calculate L.E.C. and R.E.C.

Loop Traverse

Closure lat lat 0 lat

Closure dep dep 0 dep

L E C lat dep

R EC

L E C

HD

1

n

2 2

i

= − =

= − =

= +

= = Σ

Σ Σ

Σ Σ

. . (Σ ) (Σ )

. . .

. . .

L.E.C. and R.E.C. (cont.)

• The R.E.C. should meet the standard of accuracy

required for the traverse specification being followed.

See ALTA-ACSM specifications for boundary traverses

for an example.

• If the R.E.C. does not meet the standard of accuracy, a

gross blunder and/or an unaccounted for systematic error

among the measurements should be isolated and

corrected before continuing with further adjustments.

20

L.E.C. and R.E.C. (cont.)

• If angle closure was satisfactory, a failure to meet the

standard of accuracy for the R.E.C. at this point, likely

points to a problem with distances.

L.E.C. and R.E.C. (cont.)

Loop Traverse

Closure lat lat 0 lat

Closure dep dep 0 dep

L E C lat dep

R E C

L E C

HD

1

n

2 2

i

= − =

= − =

= +

= = Σ

Σ Σ

Σ Σ

. . (Σ ) (Σ )

. . .

. . .

21

L.E.C. and R.E.C. (cont.)

Connecting Traverse

Closure lat lat N E

Closure dep dep E E

L E C E E

R E C

L E C

HD

1

n

L

D

L

2

D

2

i

= − =

= − =

= +

= = Σ

Σ Δ

Σ Δ

. . ( ) ( )

. . .

. . .

L.E.C. and R.E.C. (cont.)

Loop Traverse

Closure lat lat 0 lat

Closure dep dep 0 dep

L E C lat dep

R E C

L E C

HD

2 2 2 2

i

= − = = +

= − = =+

= + = + =

= = = Σ

Σ Σ

Σ Σ

Σ Σ

0 056

0 050

0 056 0 050 0 075

0 075

552 784

1

7370

.

.

. . ( ) ( ) ( . ) ( . ) .

. . .

. . . .

.

Example Calculation

22

Traverse Adjustment

• Adjustment Methods to remove random

errors

– Compass Rule*

– Transit Rule

– Crandall Method

– General Least Squares Method

Traverse Adjustment via

Compass Rule

C

lat

HD

HD correction a latitude

note:

lat

HD

Correction per ft

C

dep

HD

HD correction a departure

note:

dep

HD

Correction per ft

Li i

Di i

= − ⋅ =

− =

= − ⋅ =

− =

Σ

Σ

Σ

Σ

Σ

Σ

Σ

Σ

to

to

.

.

bal lat lat C

bal dep dep C

L

D

. . .

. . .

= +

= +

23

Traverse Adjustment (cont.)

C

0 056

552 784

104 919 0 011

C

0 050

552 784

104 919 0 009

bal lat 98 592 0 011 98 581

bal dep 35 884 0 009 35 893

L

D

= − ⋅ = −

= − ⋅ = −

= + − =

= − + − = −

.

.

. .

.

.

. .

. . . ( . ) .

. . . ( . ) .

Example calculation for line 1-2

Traverse Adjustment (cont.)

sums +0.056 +0.050 -0.056 -0.050 0.000 0.000

3-1 -148.548 -175.885 -0.023 -0.021 -148.571 -175.906

2-3 +50.012 +211.819 -0.022 -0.020 +49.990 +211.799

1-2 +98.592 -35.884 -0.011 -0.009 +98.581 -35.893

Lat Dep

Bal.

Dep(ft.)

Bal.

Lat.(ft.)

Line Lat. (ft.) Dep. (ft.) Correction (ft.)

24

Calculate Coordinates

N N ballat

E E baldep

i i1 i1i

i i1 i1i

= +

= +

− −

− −

.

.

,

,

N N bal lat 1000 000 98 581 1098 581

E E bal dep 1000 000 35 893 964 107

2 1 12

2 1 12

= + = + =

= + = + − =

−

−

. . . .

. . ( . ) .

Usually, the coordinates of the first point are assigned

arbitrary values so other coordinates will be positive.

Calculate Coordinates (cont.)

1 1000.000 1000.000

-148.571 -175.906

3 1148.571 1175.906

+49.990 +211.799

2 1098.581 964.107

+98.581 -35.893

1 1000.000 1000.000

Northing Easting

Bal. Dep. Coordinates (ft.)

(ft.)

Bal. Lat.

(ft.)

Sta

N N ballat

E E baldep

i i1 i1i

i i1 i1i

= +

= +

− −

− −

.

.

,

,

25

Calculate Area by Coordinates

2 Area = E1·(Nn – N2) + E2·(N1 – N3) + . . . En·(Nn-1 – N1)

• where n = number of sides

• a term is written for each vertex or traverse station

• parenthetical term = (preceding N – following N)

Area by Coordinates (cont.)

For computational convenience the terms are written

in a vertical stack. An example for a 3-sided traverse

is as follows:

E1·(N3 – N2)

E2· (N1 – N3)

E3· (N2 – N1)

__________

Σ = 2 Area

26

Area by Coordinates (cont.)

( ) ( )

( ) ( )

( ) ( )

1000.000 1148.571 1098.581 1000.000 49.990 49990.0000

964.107 1000.000 1148.571 964.107 148.571 143238.3411

1175.906 1098.581 1000.00 1175.906 98.581 115921.9894

⋅ − = ⋅ =

⋅ − = ⋅ − = −

⋅ − = ⋅ =

2 Area = 22673.6483 ft.2

Area = 22,673.6483 ft2 ÷ 2 = 11,336.8242 ft2

Area in acres = 11,336.8242 ft2 ÷ 43560 ft2/acre = 0.26 acres

Example calculation:

Alternative Coordinate Method

Determinate Method

Setup coordinate pairs to look

like fractions - eastings over

northings, and in sequence

around the traverse. NOTE:

the first coordinate pair is

repeated at the end.

27

Determinate Method (cont.)

• Obtain cross products, “up” products are multiplied by a plus

one and “down” products are multiplied by a negative one.

• The algebraic sum of the cross products is twice the area.

Inverse Problem

Inverse Problem - Given the coordinates of two

points ( i and j ) find: the dir. and dist. between them.

28

Inverse Problem

Determine

Quadrant by

Inspection

lat N N N

dep E E E

arctan

dep

lat

arctan

E

N

d dep lat E N

i j i j j i

i j i j j i

i j

i j

i j

i j

i j

i j i j

2

i j

2

i j

2

i j

2

. .

. .

.

.

.

.

.

. . . . .

= = −

= = −

= =

= + = +

Δ

Δ

Δ

Δ

Δ Δ

β

Inverse Problem (cont.)

lat N 1098 581 1000 000 98 581

dep E 964 107 1000 000 35 893

arctan

35 893

98 581

20 00 23

d 35 893 98 581 104 912

1 2 1 2

1 2 1 2

1 2

i j

2 2

. .

. .

.

.

. . .

. . .

.

.

' "

( . ) ( . ) .

= = − = +

= = − =−

=

−

+

= °

= − + + =

Δ

Δ

β

Sample Calculation for line 1-2

Note: The bearing quadrant is NW; therefore, the bearing

is: N 20°00’23”W or the Azimuth is 339°59’37”

29

Inverse Problem (cont.)

3-1 229°48’55” 230.253

2-3 076°43’11” 217.619

1-2 339°59’37” 104.912

Line Corrected Az Corrected dist. (ft.)

Find the corrected Azimuth and Distance between

traverse stations by inversing.

Example problem: