ENGINEERING
TECHNICAL
FIELD NOTES
TECHNICAL
DATA RETRIEVAL
INFORMATION
PROFESSIONAL
REPORTS
MANAGEMENT
DEVELOPMENT
SYSTEM
L
10
Stabilization of the
3
Notes
Field
Underwater Repair
NUMBER
1
Bridge Footing
Foundation
1
Bridge Footing
Washington Office News
FOREST SERVICE
ýxFS
US
SFR-4
U.S.
MARCH
1978
DEPARTMENT OF AGRICULTURE
U4S
FIELD NOTES
ENGINEERING
Volume
Information
contained
in
this
Number
10
3
been developed for guidance of employees
has
respon-sibility
of
the
United
cooperating
for
The
the
that
text in
interpretation or
names
use does not
in
this
States
by other than
publication
an
constitute
its
of Agriculture
is
official
Department
contractors
and
its
assumes no
its
own
employees.
for the information and
endorsement or approval
of Agriculture
to the exclusion
suitable.
publication
or policy
except
engineers
and engineering
by
Service
Department
of this information
by the United
or service
be construed
intended
use
The
firm or corporation
must not
not
of Agriculture-Forest
and State agencies.
may be
the
publication
Department
of the reader. Such
product
of others
The
Federal
of trade
use
convenience
of any
States
as
FSM
exclusively
the
represents
recommended
references.
personal
opinions
or approved
of the respective
procedures
Because of the type of material
technicians
should
read
each
issue
FOREST SERVICE
DEPARTMENT OF AGRICULTURE
Washington
D.C. 20013
in
however
for engineers.
U.S.
mandatory
author and
instructions
the publication
this
publication
all
is
UNDERWATER
REPAIR
OF
BRIDGE
Lyle Lallwn
Structural Engineer
FOOTING
Duane Yager
Structural Engineer
Region
1
The Bungalow
Idaho.
Bridge spans the North Fork of the Clearwater River in northern
is located approximately 75 air miles 121 km west of Missoula
It
Montana
on
Clearwater National Forest which
Office at Orofino Idaho.
the
Supervisors
is managed
through the
The bridge consists of a 39-foot 11.89-meter simple span and a 80.5-foot
and 80-foot 24.5 34.1
and 23.4 meter
112-foot
three-span continuous
The superstructure is composed of a concrete deck 28 feet 8.5
unit.
meters
wide supported by constant-depth riveted steel plate girders on
continuous unit and by steel wide-flange beams on the simple span.
The substructure is composed of two-column concrete end bents founded on
and piers consisting of solid reinforced concrete shafts
spread footings
with reinforced concrete footing resting on plain concrete seals.
the
Pier No.
is located
2
meter continuous
6.9 meters high
on
9
x 32
9
x
35
x
x 4
2.7
2.7 x
foot
foot
5
between
the
80.5-foot 24.5 meter and
concrete pier shaft
The reinforced
spans.
x 28 feet
8.5 meters
x
9.8
10.7
x
x
x
3.5
in a westerly direction
the river flows
approximately 5 to 12 feet 1.5 to 3.7 meters
of the footing seal.
and northern edges
site
is 22.5
1.1 meters
meter reinforced footing
meter plain concrete seal.
1.2
1.5
feet
112-foot 34.1
feet
and
rests
sitting on
At this
a
with normal water depth of
the respective southern
along
Visual observation by Forest Service Engineering personnel during the
indicated the possibility of scour problems around Pier No.
summer of 1974
2 of the bridge.
Scour around and under pier footings has long been a
In this case
the Region 1 Transportation
worldwide problem for engineers.
Structures Group was contacted
Engineering personnel with scuba diving
the footing
and severe
scour
was noted under the
gear were sent to inspect
footing seal.
The underwater inspection revealed scour depths of 2 to 2.5 feet 0.61 to
0.76 meters along the eastern end of the plain concrete seal.
Along most
of the 35-foot
10.7 meter length the northern edge of the seal had scour
which varied from 2 to 3 feet 0.61 to 0.91 meters deep and extended as
The western end was undermined
far as 5 feet
1.5 meters under the seal.
from
0
seal
showed
to
2
feet
0
to
0.61
little or no
meters
deep.
scour.
1
The remaining south side
of
the
Three alternatives were considered
Repair of Pier No.
2
at
estimated cost
an
Replacement of Pier No.
at
2
an
of
$90000
estimated cost
of
$200000 and
environ-mental
Complete bridge replacement at an estimated cost
The first
the
$400000.
alternative was chosen
because it would result in less
quicker repair even though all repair work
had to be done under water and there was more risk involved.
impact
to
of
pier
less
cost
and
A contract was advertised for sandblasting and painting portions of the
as well as repairing the pier footing
and was awarded
to
superstructure
William Cummings of Orofino Idaho.
Forest Service personnel involved
were
J.M. White
Contracting Officer Neal Flowers Contracting Officers
and
Representative
The section of the
Lyle Lallum Inspector.
contract
called
for construction of
footing repair
a perimeter from 3 to 5 feet
0.91 to
seal.
of the existing
The contractor
loose material from within the boundaries of
for
eleva-tion
con-struction
access
1.52
dikes and a cofferdam with
meters outside the perimeter
was then required to pump the
the cofferdam to bedrock
and fill in that space
with concrete to an
Because of the fisheries in
even with the top of the existing seal.
the river stream turbidity at a point 150 feet downstream from the
site was limited to an increase
of 20 Jackson Turbidity Units
and the work had to be performed between July 15 and September 15 1976.
the contractor proposed to perform the pier repair
In lieu of a cofferdam
work through an alternate solution employing bagged grout which he called
The work was to be
bagpipe groutainer forms that proposal was accepted.
main office is in
Turzillo
whose
a
subcontractor
Corporation
performed by
Ohio.
Brecksville
method of repair though unknown to Region 1 engineering personnel
had been used successfully by the subcontractor on similar contracts in the
The bagpipe groutainer forms are bags cut and sewn
Midwest and Canada.
A small hole is left in one
at the site.
from a roll of cotton-like fabric
The
to fill it with grout.
end of each bag where a nozzle is inserted
in much the
and
filled
with
to
form
a
in
grout
wall
are
placed
layers
bags
This
same
way that
a
mason uses stones
to
form
Standard Methods
a wall.
joint
for the Examination of Water and Wastewater
the American Water
American
Public
Health
Association
publication
Latest
and the Water Pollution Control Federation.
Works Association
of the
edition.
2
The proposed method required two divers for underwater work and a
dryland
crew consisting of two diver helpers and three laborers
plus a foreman and
a superintendent.
A barge was used to store the divers equipment and as
a work platform for the divers helpers fig. 1.
The work consisted of
Excavation
Placement
loose material from
of
of
the
The pumping of
Figure
bagged
the
1.
grout
cavity under
around and
under
the
footing
and
the
footing
seal
Barge used as work platform
full of grout.
for divers.
The excavating consisted of removing all loose material.from the streambed
in the area under the footing seal and within the proposed perimeter of the
bagged grout
fig 2. Material up to 6 inches 15 cm in diameter was
removed by using airlifts handled by the divers.
Airlifts are metal
tubes
from
4
10
to
inches
to
25
in
diameter
that move
varying
10
cm
material by compressed air forced through them creating a suction at the
The clear granular nature of the material involved
made it possible
bottom.
to deposit this material in the riverbed without exceeding the contract
turbidity requirements. Material larger than 6 inches
15 cm was either
moved by hand or by a backhoe operating from the bridge deck.
The backhoe
3
Existing Concrete
Seal
Bedrock
Groutainer
bags Bagged
_ý
Grout
-
1
ELEVATION
Pumped Grout
Leveling Course
Groutainer
bags
Bagged Grout Typ.
ji
Pumped Grout
Leveling Course
Typ.
Bagged Grout
/
o
Footing
Bearing Area
Existing Concrete
ý\
Seal
PLAN
Figure
2.
Plan for excavation.
4
-
-
1
used cables
attached
to
the
area.
boom to pull
log debris away
from the
footing
The groutainer bags were placed on the bedrock and
filled with
grout.
Depending on the roughness of the bedrock surface
bag lengths varied from
3
to 20 feet
0.9 to 5.1 meters. A horizontal plane was formed
by the
bottom layer of bags upon which more layers of
groutainer bags could
be
In areas where scour
readily placed.
were the largest it was
depths
necessary to place three groutainer bags side by side on the bedrock in
order to establish a base wide enough
for the gravity wall form.
layers were stepped in until only one bag was required when the
top of
the wall was reached.
The bottom layer of groutainer bags was doweled 18
inches
45.7 cm into bedrock with
reinforcing bar dowels at 2 feet
The second
0.61 meter centers.
and third layers were doweled at 3 feet
0.91 meter centers into next lower layers.
Additional layers were
doweled at 4 feet 1.2 meter centers into next lower layer.
Succeed-ing
6
addition
repairing the scour area under the existing
seal a nose on
pier footing was constructed that began at the corners of the existing
seal and extended about 12 feet
3.66 meters upstream from the seal to
reduce flow turbulence in the footing area during future high-water periods.
In
to
the
The size
the
of
the
cavity
possibility of
resulting from the
excavation
caused
concern
about
to excessive loss of
collapsing
it was decided to divide the
bearing area under the footing.
Therefore
Each part was excavated
cavity into six parts.
a bag wall built and the
and
full
of grout
before proceeding to the next part
bags
cavity pumped
as each layer of bags was completed.
The top layer of bags was
fig.
form
so
as
to
a
between
the
wall
and
concrete sill.
placed
lip
existing
were
inserted
into
the
silled
the
wall
before the last
Pipes
cavity through
of
was
The
used
to
allow
the
water
layer
bags
placed.
pipes were
trapped
to escape
as the cavity formed
the
wall
and
bottom
of
sill
by
existing
was filled with grout fig. 4.
the
pier
shifting
due
or
3
The grout was composed of cement sand and an additive called
Interaid
which acted
as a pumping lubricant.
The grout was mixed by an air-operated
mixer in 6 cubic-foot 0.17 cubic meter batches absolute
volume and
1-1/2-inch
3.8
diameter
hoses
to
the
area.
cm
footing
pumped through
ft.
The
mix
consisted
of
3
II
7
cu.
design
bags Type
cement
fig. 5.
consis-tently
kilo-pascals
0.2
meter of sand 2 pounds 10 ounces
1.2 kg
Test
cubes
taken
from
gallons 60.6 liters of water.
cubic
showed
compressive
strengths
in
excess
of
3500
of
the
psi
Interaid
and
1.6
grout
24131
practi-cal
for
7-day
and
7000
psi
48263
kilopascals
for
28-day
tests.
contract time involved in the footing repair was 25 working days.
Engineering personnel engaged in this project agreed that it was a
of
A cost savings
and efficient method of repairing scoured footings.
for
the
7
of
the
contract
repair
about
original
price
footing
percent
It is thought
portion of the contract was realized by using this method.
The total
5
further savings could have been realized had the designers known
procedure prior to writing and advertising the contract.
There
was only one bid received on this project from a local
contractor not
The actual underwater work was
experienced in this type of work.
that
about
a
this
subcon-tracted.
One
Figure 3.
Zayer of grout bags and grout was pumped
into this portion of the area under the footing.
The advantages
as
of
using
the
groutainer method
in
lieu
of
a cofferdam were
by
divers
follows.
The condition of
all
of
the
There was less
The method
The scour
of
the
the
foundation
could
be
checked
during
repair operation.
environmental
damage caused
by
sedimentation.
was more economical.
area could
pier
be
repaired in parts
shifting.
6
reducing
the
possibility
Pipe
Pumped Grout
Bagged Grout
Bagged Grout
Bedrock
Bedrock
Pumped Grout
PHASE
PHASE
I
11
Groutainer
4
Existing Concrete
Seal
Bedrock
Pumped Grout
TYPICAL CROSS SECTION
Figure
4.
Placement of bags to form a Zip between
wall and existing concrete sill.
7
bags
Bagged Grout Typ.
the
Figure
5.
Grout mixers and pump
8
operated by
an air compressor.
STABILIZATION
OF
THE
FOUNDATION
FOR
BRIDGE
FOOTING
Duane Yager
Structural Engineer
Region 1
The Sun
located
River Bridge
24 miles 39
1965
after
.fee
2.4
is a three-span prestress concrete girder bridge
km west of Augusta Montana.
The bridge was built
flood in the area.
The original footing was placed 8
major
below the
a
m
in
ground line.
of 1975 before high water the footing of Pier No.
1
was
partially undermined. Emergency repairs were made to protect
the footing during spring runoff but a near record runoff
occurred in
June.
The riprap placed around the footing was eroded with scouring
The pier settled about 1 inch 2.5 cm on the upstream
beneath the footing.
2
inches
end and over
5 cm on the downstream end. This differential
in the columns
settlement caused cracks
and a
bearing assembly breakage
corner of the cap to break off.
The amount of movement could not be
tolerated in a bridge designed as a simple span structure.
In
the
found
spring
to be
experi-ence
en-larging
The objective was to stabilize the pier in its existing
and to
position
and cap.
Based on previous
repair the bearing assemblies
columns
with grouting
it was decided to stabilize the pier by pumping grout
into the native foundation material forming a consolidated mass 20 feet
wide
by
39
the
feet
long
by
10 feet
deep
existing concrete footing.
6.1
x 11.9
x
3.0
meters
and
A contract for the repairs was awarded to LeeTurzello
Contracting Co. and
The area is subject
work began on December 15.
to severe
winter weather
in
to -35F
conditions
temperatures can vary between 50F.
Enclosures Fig. 1
24 hours and 50 mph 80 kmh winds are not uncommon.
10C
-37C
were built to protect the workers and this precaution was justified
of the work.
all the conditions described occurred during conduct
as
1.9 cm steel pipes vertically
The first operation was to drive 3/4-inch
outside of the existing footings.
The pipes were
3 feet
at about
0.91
5
feet
0.91 to
centers and were driven 3 to
placed on 4-foot 1.2
material.
these
1.52
into the native
Grout was pumped through
pipes
the top
This procedure sealed
until it surfaced see Figures 2 3 and 4.
steel
used
to
the
and
A star drill was
core through
grout
casing
area.
The steel pipes were then driven inside the
was driven in the holes.
m
m
m
9
Figure
1
Figure
Enclosure built for men to work.
2
Grout pump
10
and water heater.
Figure
Pumping
3.
grout through
r
3/4-inch
steel
f
ýyav.
f
S.
1F
5a
ýý
1.
ýý
pipes.
%
t
.
tt
Figure
4.
Grout was pumped until it came
11
to
surface.
m
pres-sure
casing to a depth of 10 feet 3.05
and grout
was pumped to complete the
consolidation of a mass 20 x 39 x 10 feet 6.1 x 11.9 x 3.0
in width
About 80 cubic
length and depth.
yards 61.2 cubic
meters of grout were
used.
the final pumping operations
Special care was necessary during
directly under the existing footing because a small amount of grout
could
have raised the entire pier.
The grout
mixture pumped into
the
0
to
1
bag Interaid
bags cement
2
3
cu.
native material was as follows
0-0.085 cu
ft.
2
12 gallons 45.4
The amount of sand used varied
the native material.
m
lb
5
liters
depending
oz
meters
1.05 kg
sand
water
on
the
amount
of
fines
present
in
dis-tance
The last step of the repairs was to encase
the existing
footing of the pier
with concrete.
The original contract specified
standard cast-in-place
reinforced concrete.
Because of the freezing temperature and the long
to any concrete plant the contractor requested and was allowed to
use Preplaced Aggregate Concrete PAC Fig. 5.
PAC consists
of preplacing
to 1-1/2-inch 1.3 to 3.8
coarse aggregate of 1/2shown
in Figure
as
and
then
sand-cement
into
the
to
form
concrete
6
pumping grout
aggregate
The
of
the
made
from
7.
PAC
Fig.
compressive strength
cylinders
ranged
cm
5200
between
psi
to
5590
psi
35852
to
38541 kilopascals
at
28
days.
One problem with PAC is that the forms must be watertight
or the grout
and
will not fill all the voids.
starts
at
the
bottom
Pumping
proceeds to
the top Fig. 8.
It took 12 hours
to pump grout
to form 48 cubic
yards
The top of PAC was finished by striking
the top
36.7 cu. meters of PAC.
found
when
surface similar to cast-in-place concrete.
few
voids
were
Very
consoli-dating
the
were stripped.
forms
the project was $50000 but the results achieved
by
native material with pumped grout and using PAC to enlarge the
footing will provide a satisfactory and long-lasting product Fig. 9.
The cost
of
the
pier
12
Figure
Reinforcing steel
5.
placed foz PAC footing.
Sul
La
tlxuýý
3
L
6t
tai
ýý
Eý
ý
Figure
6.
tr
six
a
ý
v
Placing
1
coarse aggregate in
13
the
footing.
Figure
Figure
8.
7.
Pumping
grout into
the
coarse aggregate.
Final pumping of grout to eliminate air pockets.
14
Figure
9
Finished product.
15
WASHINGTON
OFFICE NEWS
TECHNOLOGICAL
IMPROVEMENTS
Heyward T. Taylor
Assistant Director
con-cise
REGIONAL
PARTICIPATION IN
EDT
PROGRAM
The program development work it well underway for the FY 1979 EDT effort.
As in most years there are more proposals than
there are dollars available
to fund
them.
This makes the final selection rather complex.
A good
thorough problem definition is the first step toward selection of
The proposals submitted by the Regions this year were
projects
funding.
in
to
Not only were they generally
outstanding
regard
problem definition.
well written but there were many more proposals to be considered.
but
for
Currently there are 10 projects being funded which are a direct result of
Of course there
proposals submitted by the Regions.
are many problems which
went from field personnel to Centers or to the Washington Office to be
included as part of the overall program.
The 10 proposals referred to were
submitted as a direct result of Regional EDT effort.
They were initiated at
the District or Forest level
and sent through the Regional EDT Board.
Through this same route a number of local or Regional problems have been
identified and approved for work as Regional EDT projects.
Dis-tricts.
3
8
and 9 have been particularly active in this regard in the
Regions 1
5
last few years.
Proposals have been solicited from the Forests and
All these proposals have been reviewed at an annual Regional Board
meeting and some have ultimately been approved as Service-wide projects.
consider-ation.
all proposals
regardless of their sources cannot be funded.
one
that
comes
to
the Washington Office is put into a standard
However
format placed in the proposal book Blue Book and given equal
Sometimes it may take a year or two for a proposal to reach high
to be included in the funded
priority
program.
enough
Unfortunately
each
We
We
encourage all Regions to continue active participation in this program.
need to surface problems and needs of the resource managers at the field
level.
Washington Office EDT Board meets to review activities of the
program status as well as to take up necessary business topics.
of the EDT program we met
In order
to give this group a better perspective
last year at the Equipment Development Center in San Dimas California.
Continuing this concept this year we are meeting at the Center in Missoula
Annually
the
Centers and
16
Montana April
11-13.
This provides an opportunity for all attendees to
facilities
inspect ongoing work and interface directly with the
respective Center employees.
At this meeting we will be discussing project
status at each Center and reviewing on-the-ground work that is underway at
visit the
MEDC.
17
CONSULTATION
AND
STANDARDS
Walter E. Furen
Assistant Director
ROADS AND
SYNTHETIC
FABRICS
material for use in road
Synthetic fabrics have become a very important
construction.
A significant opportunity exists to use these fabrics because
and compare
they function as an efficient filter provide tensile strength
Substantial
favorably with graded aggregate filters from a cost standpoint.
reductions of siltation at a reasonable cost may be achieved by the use of
synthetic fabrics in a variety of drainage and streamside installations.
Forest Service Engineering personnel and others were recently asked
questions in an attempt to determine the state-of-the-art of fabric
Forest Service applications
1.
2.
these
use on
How.extensive
is the Forest Service use of synthetic fabrics
Who is doing the engineering work on Forest Service fabric
projects
3.
4.
What
What
The answers
to
technical information is available on the subject
research and development work is presently underway
these questions
indicated that
1.
All regions have some experience in design and
using synthetic fabrics.
2.
Woven
construction
fabrics used for filtration in underdrains is the most
Many have been installed during the last
common application.
2
3.
4.
5.
or
3
years.
Fabrics have been installed or planned
on Forest projects in six Regions.
for
subgrade restraint
Fabrics have been installed or planned
on Forest projects in four Regions.
for
material separation
Fabrics have
been
and
strengthening
projects in four
installed or planned for lagoon liners earth
soil retention on log bridge decks
on Forest
Regions.
18
6.
The design of underdrain
and
7.
systems
are
Regional Office materials or design sections
fabric
applications.
nearly all other synthetic
FHWA
The Federal Highway Administration
package on the use of synthetic fabrics
package will contain
1.
2.
3.
4.
is divided between
Forests
Regional Offices.
in
is preparing an
for highway
Highway Focus May 1977 Vol. 9
is devoted entirely to synthetic
involved
No.
1
implementation
The
construction.
FHWA publication
which
fabrics.
Guidelines for Use of Fabrics in Construction and Maintenance
R-6.
of Low-Volume Roads USDA Forest Service
Synthesis of nationwide fabric-related
used by several roadbuilding agencies.
specifications presently
Current information concerning the activities of the FHWA
and the
the American Society for Testing Materials
American Association of State Highway and Transportation
Officials AASHTO relative to this subject.
The package
ASTM
should
be
distributed
in
early
spring
1978.
The FHWA is also considering the production of an instructional
would portray the state-of-the-art of synthetic fabric use.
movie which
synthe-tic
Literature Available
Vis-cher
A substantial number of articles have been written on the subject of
A list of the pertinent ones for Forest
fabrics for road construction.
Service Engineers is shown below
Use
W.
of Synthetic Fabrics on Muskeg Subgrades in Road Construction
.22-pag paper plus
USDA Forest Service R-10 November 1975.
design
examples.
Highway Focus US Dept Transp FHWA May 1977 Vol.
articles on the use and specifications of synthetic
9
No.
1.
Eight
fabrics.
of Fabrics in Construction and Maintenance of Tow-Volume
Forest Service R-6
and J. Mohney USDA
Roads J. Steward R. Williamson
U.S.
Department of
June 1977.
This will also be available through
and
state-of-the-art
Comprehensive
Implementation Division.
Guidelines for Use
Trans-portation
design guide.
lg
The Use
of Fabrics in Forest Service Road Construction A. Pelzner and
Forest Service October 1977.
33-page presentation for
the AASHTO meeting at Atlantic City N.J.
This paper
is basically a
distillation of the above Guideline paper.
It will be published by AASHTO.
J.
Steward USDA
Nonwoven
Fabric Is Finding Increased Use in Stabilizing Logging
Forest Industries
November 1977 Vol. 104 No. 12.
article on fabric use for subgrade restraint.
Blackman.
Research and
Roads Ted
4-page
Development Work
There is extensive activity underway by road agencies
fabric
manufacturers
and the academic community to answer some of the questions about fabrics.
Some of these activities are
1.
FHWA has
develop
a research
contract with Oregon State University
characteristics
and specifications.
strength
2.
ASTM
Committee D-18 and D-13 are working to develop
specifications for various highway uses.
3.
Corps
4.
Several Forest Service Regions have trail-use projects
some are instrumented and are being monitored.
of Engineers Waterways
revised specifications.
Synthetic fabrics provide
structural problems.
tests
to
and
Experiment Station is working on
a promising new
option for forest
road
underway
drainage and
Forest Service Engineers are involved in numerous and varied synthetic
projects and are assuming a leadership role in this new technology.
fabric
Divi-sion
MORE ON REINFORCED EARTH
The July 1977 edition of the Journal of the GeotechnicaZ Engineering
walls.
Engineers who
ASCE carries two papers on Reinforced Earth
are involved in design or construction of RE will find them informative and
The references are
interesting.
RE
Jerry C. and Raymond
Vol.
Reinforced Earth Wall.
Chang
Jerry C. and Raymond
Vol.
Reinforced Earth Wall.
Chang
A.
Forsyth.
103
A.
No.
GT7
Forsyth.
103
No.
GT7
20
Design and Field Behavior of
677-692.
Proc. Paper 13034 p.
Finite Element
Proc.
Analysis of
Paper 13035
p.
711-724.
DEVELOPMENT
REMOTE-SENSING
PALLET
OF A
SYSTEM
Frederick
P.
HIGH-ALTITUDE
FOR
FORESTRY
APPLICATIONS
Weber
Manager Forestry Applications Program
high-altitude
The Nationwide Forestry Applications NFA Program scientists
B.
Johnson Space Center Houston Texas are working with the
Systems Division to develop a Universal Pallet System for the
aircraft Fig. 1 for use on forestry
reconnaissance
at
Lyndon
Experiment
the
NASA
WB57F
applications
studies.
During the last 18 months the NFA Program has participated in cooperative
remote sensing technology assistance projects in Regions 1 6 and 10 with
and the Geometronics
the Methods
Applications Group FIDM Davis California
has been oriented
The focus
of these
studies
WO.
Development Unit
toward. phototechnology development applied to timber management inventory and
Our objective has been to determine the
forest pest management problems.
effectiveness of utilizing various formats of high resolution 85-120
cost
E
L/mm
reconnaissance
photography
on select
applications
problems.
The remotely-sensed data collected--primarily photography--have been obtained
with the Lockheed U-2 aircraft flying from the NASA-Ames Research Center at
and the General Dynamics WB57F deployed
California
Moffett Field Sunnyvale
Both
from the NASA-Johnson Space Center at Ellington AFB Houston Texas.
The
U-2
is
feet
AMSL.
aircraft are capable of sustained flight at 65000
aloft
at
a
time
generally restricted to carrying one remote-sensing system
the Actron HR732
e.g. the ITEK KA80A optical bar panoramic camera or
This
generally has caused
large-format camera but not both simultaneously.
for the
problems in developing an objective experimental design
phototech-nology
development
studies.
For
has a large payload for carrying experimental systems aloft.
in
be
carried
of
3-foot
and
6-foot
can
pallets
example various combinations
total
a
of
15
feet.
Theoretically
the bomb bay area up to a total length
is attainable.
gross weight pallet capability of 5000 pounds
The WB57F
high-altitude
con-currently
The NFA Program has indicated our support to NASA in developing a
reconnaissance
capability for the WB57F which can explore
a number of technology assessment and development opportunities.
requirements are specified as follows
Our Forest Service sensor
21
RB57Fo
22
NASA
1a
Figure
Always Flown
-
5
Panoramic Camera
film format 24-30 inch focal
length
lens system 9O
FOV and 200 L/mm or better resolving
stereo-convergent
1.61
power of T.O.C.
mode
-
and
focal
or
mission dependent
Large Format Camera
lens
1.61
system
and
100
9
x
9
x
L/mm
18 format 24-inch focal length
or better resolving power of T.O.C.
target.
Frame Metric Camera
length lens
-
5
Camera 5. x
frame format 24-30
length lens system and 150-200 L/mm or better
resolving power of T.O.C.
1.61 target.
Frame Reconnaissance
inch
-
Some applications require
require stereo-mono mode.
target.
some
9
format 6-inch
system mission dependent
or
12-inch focal
AMPS
with six high resolution
Multispectral Camera System
camera stations on 70mm - spectrally calibrated-format. Ideally
our choice for film loading
would be
CS-l S0242
CS-2 S0131
CS-3 2443
Selectively
CS-4
CS-5
CS-6
3414
no
3414
w/25A filter
w/12 filter
3414
filter
Flown
-
Landsat
C
-
Landsat
D multispectral
-
Synthetic Aperture Imaging Radar
dual polarized X or C-band
SLAR
multispectral scanner
scanner
RS18 modified
NSOOIMS
APQ
102b-modified
An example of how the WB57F forestry pallet could be applied is given in the
This NFA Program
case of the current Northern California Test Project.
cooperative technology assistance project with R-5 MAG and GDU deals with
the assessment of drought impact
on current mortality rate of trees in
While the specific
technical objectives are many and
Northern California.
varied the overall goal is to determine the comparative efficiencies of
several remote sensing approaches in a quasi-production environment for
addressing several complex FIDM problems related to pest surveys
and implementation of Pest Management action.
A high priority
objective is to answer questions related to the total efficiency of utilizing
optical bar camera technology versus a somewhat more conventional large
Answers obtained in the Northern California Test
format
camera technology.
evalu-ations
23
Project will be considered in specifying
applied this coming summer for statewide
remote sensing
in Montana
surveys
the
technology to be
South Dakota.
and
current target is to have the WB57F pallet completed
with installation
Apollo pan
camera for applications testing on the Tongass
National Forest this summer.
The primary mission requirement is to test
imaging radar for topographic mapping on Prince of Wales Island but we
Our
of
the
OB
high-resolution
also
plan to deploy the high-resolution panoramic camera the KA96A
frame reconnaissance
camera and the Landsat C multispectral
scanner.
A progress
report of WB57F
forestry pallet
issues.
24
project will be
given in later
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Information
Copies of back issues
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Information
and material
for
Coordinator
The
publication.
whom
to
Coordinators
R-1
Melvin
R-4
Ted Wood
R-2
Royal M. Ryser
R-5
Jim
R-3
Juan
R-6
Kjell
R-8
Bob Bowers
Coordinators
Dittmer
Gomez
should
direct
questions
field
McCoy
Bakke
concerning
personnel
submit both
should
are
R-9
Fred Hintsala
R-10
F.
WO
format editing
W.
Baxandall
Al Colley
publishing dates and other
problems to
USDA
Forest
Engineering
Service
Staff
Attn Gordon
P.O. Box 2417
Washington
Telephone
L.
D.C.
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Rome
or Rita E. Wright
20013
Area Code
703-235-8198
U.S.
GOVERNMENT
PRINTING
OFFICE
1978
0-261-474/FS