United
States
Department
of
Agriculture
Forest
Service
Volume 13
Number 6
Engineering
Field Notes
June/July/August
1981
Engineering
Staff
Washington
us
D.C.
Engineering Technical
Information
System
Precast Concrete Buildings
Maximum Grades
Forest
Roads
for
Log Trucks on
Protective Screening for the Case
1450 Crawler Tractor
Repairing
Plastic
Wet Basements
Surveyors Flagging Ribbon
San Dimas EDC Develops Cost
Analysis for Improved Tree Planting
Machine
Farkas Article Published
Transportation
Engineering
in a
in
Research Record
Forestry Environment
United
States
Department
of
Agriculture
Engineering
June/July/August
Serest
Field Notes
Engineering
Staff
Engineering Technical
Washington
pPST
it
Volume 13
Number 6
D.C.
System
Information
SqC
UýS
PROFESSIONAL
DEVELOPMENT
DATA
MANAGEMENT
RETRIEVAL
Information
developed
contained
Department
States
in
for guidance
and
contractors
FIELD NOTES
employees
United
of the
of Agriculture-Forest Service
cooperating
its
The Department
and
Federal
REPORTS
been
has
publication
this
of
TECHNICAL
its
State
infor-mation
agencies.
assumes
of Agriculture
no
responsibility for the interpretation or use of this
by other than
The
use
trade
of
its
own employees.
names
firm or corporation
in
this
en-dorsement
Depart-ment
publication
is
for the
the reader. Such
or
and convenience
information
use does not constitute
approval
of Agriculture
of
by the
any
United
product
may
an
States
or service
text
opinions
that
in
the
publication
of
the
respective
construed
as
represents
and
author
recommended
to
the
be
suitable.-The
of others
exclusion
of
official
or
the
personal
must not
approved
be
procedures
FSM
pub-lication
mandatory
Because
references.
all
should
not
or
instructions
read
intended
of the
engineers
each
issue
exclusively
policy
except
type of material
and
engineering
however
this
for engineers.
in
by
the
technicians
publication
is
1981
PRECAST
CONCRETE
BUILDINGS
Harry Kringler
Northern Region
Environmental Engineering
cost for
The escalating contract
the wood-frame constructed
standard two-unit handicapped vault
toilet building prompted the
Northern Region to consider other
construction
possibilities for
toilet facilities to serve the
Low bids for the
handicapped.
standard
wood-frame constructed
toilet have ranged
handicapped
from $11000 to $21700 with an
In
price of $14790.
most cases the lower bids were
received for buildings
that were
of a much larger contract
and lower move-in move-out costs
probably were partially responsible for the lower bids.
The figures quoted above do not include
administration
contract
costs
associated with the 2 or 3 weeks
for the field construction of a toilet building.
translucent
fiberglass roof
and concrete
screens this type
of toilet could be installed for
about $2000 per single unit.
Unfortunately the appearance of
this proposed structure was
thought unattractive
by many
people and the concept was
scrapped at an early stage.
a
con-average
two-part
The second approach
was to
struct a building from precast
concrete
panels that looked like
the standard handicapped
unit vault toilet building.
It
felt
would
be
was
that concrete
more acceptable
as a building
material if it were incorporated
into the standard building
design.
Preliminary contacts
with the concrete
precaster
dicated that the field erection
of a toilet from concrete
panels
probably would cost about the
same as the existing standard
wood-frame handicapped toilet.
It was decided
not to pursue
this alternative because the
potential cost savings did not
warrant the effort.
in-required
A local
concrete
had
precaster
expressed an interest in precasting small structures such as
toilet buildings.
Concrete apalterpeared to be a reasonable
native because of its durability
and ease of maintenance.
The third option was to design a
that would
totally new structure
fit Forest Service needs.
The
result was the precast concrete
shown in figure 2.
structure
first approach
was to try and
form
adapt an existing concrete
to a vault
toilet structure using
two concrete
pipe sections of
standard diameter.
The
drawing is shown in
1.
One pipe section
would be installed vertically
in the ground to serve as a
vault.
The bottom of the pipe
would be closed with a concrete
base cast integrally with the
Another pipe secpipe barrel.
tion with an integrally cast base
would be stacked on top of the
With
vault as a round building.
The
incor-figure
con-ceptual
The
concrete
structure
features
the following
porates
1.
The walls and floor are
constructed
as one monolithic
unit.
concrete
2.
Urethane form liner
gives the exterior walls the
look of tongue and groove wood
siding.
1
pipe concrete from constructed
2
sections.
toilet vault
of drawing Conceptual
1.
Figure
Vent
18x18
Cap
Vent
Opening
Vent
Opening
Concrete
Panel
II
Roof
Flexible
Joint
Sealant
Vent
for
Toilet Vault
Window
Wall
Cast
Louver
Unit
Iron
Pump-out
in place
Cover
Vault Toilet
Building
3x6
Steel
Concrete
Door
Screen
Screw
Anchors
Insect
Screen
12x18
Vision-proof
Louver
Bolts
Recessed
Signs
Concrete
Screen
Grout
Exterior Slab
Concrete
Cantilever Support for
Exterior Slab and Screens
18x24
Translucent
LEXAN
minimum diameter 5/8
Figure
Vault
Glazing
2.
Precast
concrete toilet structure.
3
screens have exaggregate finish on ex-
3.
posed
goal was achieved.
are
components
offsite transported to
the site and set in place by
The
the concrete
precaster.
tached picture sequence
figures
5 through
12 illustrates the
installation of toilet
nents.
This
fabri-cated
Door
1
day.
The
toilet
at-techniques
Vault toilet venting
described in Equipand Test Report
ment Development
2300-13 Updated Vault Toilet
were incorporated
whenever possible.
Large vent
and
vent
wall
on rear
cap are
as heat chambers to aid
venting by convection.
4.
compo-Concepts
single-designed
Colored concrete
minimize
used to
painting
quirements.
5.
The estimated cost of a
unit toilet structure
in-place
At
at this time is $6500.
for
two
units
$13000
single
the concrete
structures
are
with
the
lower
comparably priced
bids received for the existing
standard two-unit wood-frame
toilet.
The concrete
toilets
will probably have a distinct
at trailheads
price advantage
end-of-road
facilities and small
where
only one or
campgrounds
two units are required.
was
re-
Interior walls and floor
of building are painted with
and
epoxy paint to seal concrete
provide a smooth sanitary surface for cleaning.
6.
Translucent
glazing in
unit is LEXAN
industrial plastic
polycarbonate
which is UL listed as Burglar
LEXAN
carries a
Resistant.
7.
of a concrete
The major advantage
is
the
structure
anticipated
Wood
lower maintenance
cost.
sided buildings are prone to
and
damage from porcupines
the
dals who remove
siding and
shingles for bonfires.
window louver
van-against
How-9.
replacement
guarantee
when used for
breakage
glazing.
3-year
one disadvantage
of the concrete
structure
is that there has to
be access
for a large truck to
set the building in place.
ever it should be noted that
is also required to
truck access
vault for the
pump the concrete
existing standard vault toilet.
All components
of the
structure
are precast concrete
for durability.
8.
Toilet has provisions
for handicapped
such as wide
door toilet riser offset to one
side of building
and stainless
steel grab bars.
appli-fo
steel forms for the toilet
to
building have been adapted
other buildings that have
cation in the Forest Service.
a pesticide
These include
storage
building a flammable storage
building and a pumphouse
These
15 and 16.
figures
units can be delivered to the
site prewired or preplumbed as
The
Precast concrete
vault
and support
serves as foundation
building and screens.
10.
11.
Cast iron door on rear
wall of building allows access
for pumping vault through the
vent without dragging hoses into
the building.
4
required.
One of the design goals was to
be able to complete the installation of a toilet unit onsite in
To have the steel forms for the
built would
building components
4
re-$30000.
$20000 to
approximately
The Region chose not
to own the forms in the hope
that some of the form costs
would be distributed among other
potential users of the concrete
structures.
In reality this
creates a sole source for the
structures if the units are
ordered a few at a time.
There seems to be a normal
for
sistance to using concrete
small Forest Service structures.
Most questions are related to
the aesthetics of concrete
since it is perceived as a cold
nonnatural material.
The wood
grain form liner and colored
concrete
were used in the design
to try and disguise the concrete
to make it more appealing to
the public.
Initial reports
from the field indicate that
overall the building has been
well received by the public.
cost
Low bids for the existing standard vault toilet varied up to
100 percent above the lowest bid
received in the past few years.
strucThe cost of the concrete
tures will no doubt rise in
proportion to the rate of inbut the prices should
more stability from project
to project.
alter-flation
con-have
Figures
3
With some minor modifications
the concrete
should
buildings
prove to be an economical
the
native
to contracting
struction of wood-frame toilets
at
and other small buildings
many Forest Service sites.
through
5
Z6
follow
Figure
M
Location
Color
Form
Precast
3.
Picnic
Area
Gallatin
toilet walkway needs to be completed.
Forest
National
Northern
Green
Sage
Liner
concrete handicapped
Pattern
Estimated Cost
Manufacturer
Sandblast
$5500 Excluding
by
Symons
Form
Corp.
1979
Costs
Unit shown manufactured by
Precast Concrete
Inc.
JR
P.O.
Box
Three
Specifications
TG
and
178
Forks
Drawings
MT
59 752
Available
and
from
Environmental
Architectural
Groups
Engineering or Zone
Environmental
Engineers
R.O.
6
Region
Figure
Location
Color
Form
4.
Precast
West Boulder Campground
concrete pumphouse.
Gallatin
Forest
National
Northern
Brown
Liner Pattern
Estimated Cost
Manufacturer
Sandblast
$3500 Excluding
Unit
JR
shown
Box
Three
and
by
Symons
Plumbing
manufactured
Precast
P.O.
Specifications
TG
Concrete
Corp.
and
Form
Costs
by
Inc.
178
Forks
Drawings
MT
59 752
Available from Environmental
and Architectural Groups
R.O.
Engineering or Zone
Environmental
7
Engineers
1980
Region
Excavate
hole
Excavation.
Figure 6
for toilet vault.
Spread sand or pea
Figure
Set
vault
in
hole.
6.
Top
gravel
leveling
Installing vault.
of
vault
8
must
be
level
both
ways.
course
Figure
7.
Compact backfiZZ
under
front slab.
.
I
Figure
8.
Setting
front slab
9
on
cantilevered supports.
Figure
9.
Setting
toilet building on
top
of vauZte
re
Figure
10.
Setting
screens on front slab.
10
Figure 11
Figure
12.
Setting roof slab
and vent cap
Completed vault toilet unit access
photo was taken.
11
on
trail
top
was
of building.
not
completed
when
Figure
Note
the
wood
glazing shows
Form liner.
Dirt
grain pattern from the form liner.
where someone tried to kick out the LEXAN
Figure
Interior
paint
13.
of
14.
smudge
panel.
Interior of building.
toilet building is painted with white
a smooth surface
for cleaning.
to provide
12
on
epoxy
Figure
Unit
can
15.
Precast
concrete pumphouse.
Interior of precast concrete pumphouse.
Figure 16.
be delivered to the site almost completely prewired and
13
preplumbed
MAXIMUM
GRADES FOR
ON FOREST ROADS
Carl
LOG
TRUCKS
Cain
Civil
Region
Engineer
1
or 34500 kg to be hauled
up very steep grades. Most
trucks are turbocharged so full
at higher
power may be developed
What is the maximum grade for
Forest Service roads and what is
it based upon
This question
1
recently came before the Region
A curEngineering Staff Unit.
sory review of the matter
many recommendations and
guidelines but none were based
Therefore
data.
upon quantified
was
a search of the subject
the results of which
undertaken
are summarized in this article.
lbs
re-vealed
elevations.
The second category considers
road surface factors weight
distribution and resistance
factors.
One factor
traction
is considered
critical by most
_representa-The
engineers
equipment
tives and log truck drivers.
were orfactors considered
ganized into three categories
vehicle
factors traccapacity
and
tion and resistance factors
and material factors.
This article discusses these
factors and presents quantified
data in table 1 on traction and
resistance factors applicable to
Since other vehicles
trucks.
associated with logging operations are assumed to act
the log truck is the only
vehicle
considered.
Traction
can be defined as the
the tire
surface tension between
and road and is expressed as a
coefficient.
Traction
cient values are shown in
column 2 in table 1.
They vary
because of weather conditions
the nature of the materials used
of the
in the manufacture
cle wear and maintenance
factors.
coeffi-utilization
vehi-log
simi-larly
is
The traction coefficient
reduced
by multiplying it by a
factor called the traction ratio
The traction ratio is
or TR.
the weight
on the driver wheels
over the total weight of the
vehicle.
For an all-wheel drive
vehicle
the TR is
while for a
loaded log truck it will be
unloaded
.4 to
and unloaded
gyback .6 to
with trailer extended
.3 to
vehicle
The first category
includes
horsefactors
capacity
transmission
types
gear
power
reduction ratios and engine atThese were not found
tachments.
to be critical.
be-tween
pig-Modern
1
.4
.6
350
log trucks produce
or
brake
horsepower
kW
260
more and are equipped with transthat
missions and differentials
77.62.1
to
reductions
produce
up
coeffi-full
.36
Rolling resistance which may
also be expressed as a
cient is caused by tire flexing
compaction or deformation of the
the engine to develop
at
very slow speeds
power
thus enabling legal loads 76000
This
allows
Telephone
Williams
interview
Equipment
with
Leonard
Legreid Kenworth
Montana Company Missoula
15
Truck
Montana.
Salesman
Table
1
2
Surface
3
Traction
Coeffic.f
Rolling
Resist
MAXIMUM
1.
LOG
TRUCKS
Maximum
4
r
GRADES
Startin
Resist
5
s
START
ON FROM
7
.6
TR
REST
Grades
Starting
6
.43
TR
CAN
.3
TR
Truck
Loaded
Empty
Trucka
Piggybackb
Empty
Truck
Trailer
Extendedb
.75-.9
.55-.7
Concrete-dry
Concrete-wet
Gravel-packet
wet
or
excludes
clays
19.6
Example
47.0
61.4
17.6
24.8
Given
earth
29.6
42.5
9.0
15.5
Reqd
maximum
19.3
29.4
42.3
42.4
8.7
2.8
15.2
17.4
dry
.50-.8
25.7
25.2
56.3
6.5
22.0
.40-.8
.1
.1
10.5
wet
.02
.02
6.3
23.7
17.4
51.6
2.7
19.8
.40-.7
.36-.7
.03
.04
.1
.1
5.7
18.8
17.0
42.0
2.0
14.5
Assume
3.4
20.4
13.6
46.2
-0.2
16.1
weather
.55-.7
.03
.1
12.2
20.9
29.0
46.5
8.0
16.8
Solution Under
.55-.6
.022-.0
.1
12.2
17.0
29.0
37.8
8.0
12.8
1
dry
some
.40-.5
.022-.0
.1
5.7
10.5
.20-.5
.10-.6
.02
.04
.1
.1
-2.7
-8.2
.29-.3
.02
.1
.3
.03
.1
.07-.1
.00
.1
15.3
1
2
sanded
1.2
road.
adverse
for
grades
the
following
19.4
landings
loaded
log
truck
to
start
from
rest
3
moving
for
loaded
6.5%.
25.2
2.0
6.5
2.0
to
12.5
2.5
29.2
-5.0
8.4
2
13.6
-5.1
32.7
-9.8
9.1
rest
2.1
8.9
10.4
-1.8
-1.0
for
3
loaded
go
done
ice
or
1
across
extended
find
Earth-wet
to
col.
and
read
starting
col.
wet
during
snow.
5
trucks
log
to
across
to 10.5%.
go
5.7
be
col.
landing
trailer
17.0
log-trucks
hauling will
but not on
truck
from
Snow-lightly
surface
6.4
snow
Dry packed
Loose
snow
28.1
13.1
To
12.8
Earth-dry
Earth-wet
21.6
From
.1
.1
Gravel-loose-dry
Gravel-loose-wet
Rock-crushed
.1
.1
To
From
.02
.01
Asphalt-wet
oil
oil
To
.55-.7
.40-.7
Asphalt-dry
Gravel-packet
.01
.01
From
and
7
from
from
read
con-freeshaft
sanded
Snow-lightly
with
chains
Ice
without
chains
12.3
2.8
-7.2
-5.1
-0.6
-5.6
-2.3
-8.1
add
10% to
-6.4
of
vehicles
Add
Based
with
turbines
10
percent
upon
to
fTR
manual
transmissions.
Factor
for wet
would
or hydrostatic
transmissions
these
values
to obtain
the maximum
clutches
.0
be
grade
to
a
hydraulic
.05
log
torque
converters
They
may
may
negotiate
when
may
moving.
cause
downhill
-
r
1-TR
-
S
based
upon
fR
-T
_
r
1-TR
-
caution
steep
struction
truck
S
h
height of
or center
b
wheel
formulas
values
in
composite
base
from
trailer
of
gravity
18
source
column
2
4
coupling
2
and
3
are
2
which
truck
means
15.7
to
a
spin out
will
20.5%.
NOTE
Extreme
For
part
log
moving loaded
somewhere
between
is
recommended
in the
use
over 20%.
especially
because
of
impractical
grades
be
and
maintenance
vehicles
direction
that
to
5
and
problem
travel
in the
loose
control.
col-irregularities
road surface irregularities and other surface
that impede free
It varies
rolling of a vehicle.
by surface types and conditions.
Values for it are listed in
column 3 in table 1.
in the table.
These were used
to arrive at the values
in
and
7
umns
for a log truck
6
unloaded
loaded
piggyback and
unloaded with trailer extended
Results with less
respectively.
range would be desirable
since there is a wide
range in traction coefficient
values this is not possible.
road surface
5
how-ever
Air resistance is negligible.
it
The SAE method of calculating
shows that for air speeds up to
13 mi/h
less than 1 horsepower
Since log trucks
is being
used.
travel at low speeds on steep
grades air resistance may be
The third category
utilization
is an
and material factors
consideration
in grade
overriding
determination.
On steep grades
road and equipment maintenance
costs damage potential and
fuel use increase while
ment life decreases.
Nonplastic
soils on steep grades are more
to erosion
than plastic
subject
of
soils and the construction
steep grades on nonplastic soils
costly
may therefore necessitate
ameliorative measures such as
additional drainage facilities
surfacing and lining ditches
with riprap.
Roads used
quently by the public should
for
not be considered
obviously
extreme grades because most cars
do not have the clearance
or
traction that log trucks have.
It should also be noted that
some states have grade
tions requiring auxiliary means
the descent of
to control
cles on grades over 20 percent.
equip-elevation
disregarded.
curves and super
may steepen the grade
This
a log truck travels over.
5
effect
of
to
have
an
up
may
centerline
over
the
percent
grade.
Although the table does
it
not take this into account
should be considered
if a truck
Horizontal
fre-inertial
will
start uphill on a
curve.
resistance is initial
resistance when the
truck is at rest.
One source
reported that it is equivalent
to an additional 10 percent
grade for log trucks with a manual transmission and 3 to 5
percent for those with semi
fully automatic transmissions.2
howMost log trucks
are equipped with manual
transmissions.2
This should be
in the design of
considered
landings and roads used as continuous landings.
The table
considers this col.
4 in derivthe figures in columns
and 7.
Starting
restric-or
vehi-ever
as-ing
In summary modern log trucks
have sufficient power and gear
reduction
ratios to negotiate
Failure in
steep grades.
cending steep grades results
from a lack of traction.
is easily quantified
and
can be used to determine the
maximum grades that any vehicle
Trac-tion
5 6
uti-sistance
de-found
last resistance factor is
grade normally expressed in
The maximum grade repercent.
uphill grade that a
can start on may be
truck
log
by using the formulas shown
The
2Gradeability of Log Trucks
State University June 1977.
However
may perform upon.
lization and material factors
may be critical in grade
termination especially on roads
Thesis
17
by Edwin A.
Stryker
Oregon
S.
Grade-used
Merritt Frederick
in fragile areas and those used
this
by the public.
Although
article does not give or recommend a definite maximum grade
it gives guidance
that may be
in making and examining
guidelines.
Standard
Engineers
1968
Swami Ken Worth
Kenworth
Caterpillar Performance
Caterpillar Tractor
Company October 1980.
York McGraw Hill 1962.
Handbook
Fitch James W.
Engineering
W.
New York McGraw Hill
Canadian
Limited.
Urquhart Leonard C. Ed.
Civil Engineering Handbook
New
REFERENCES
James
for Civil
Stryker Edwin A.
ability of Log Trucks
thesis
Oregon State University June
1977.
Truck
Handbook
Motor
Handbook
Fitch 1969
18
PROTECTIVE
SCREENING FOR THE
CASE 1450 CRAWLER TRACTOR
Leo
Snowden
Equipment and Facility Manager
Routt National Forest
im-meet
con-added
near-of
opera-tional
Region
2
of such incidents is low but
the consequences
are serious
particularly if the operator
fails to stop the tractor
mediately.
Crawler tractors supplied through
GSA equipment contracts
are
equipped with rollover protection and protective
screening to
This
OSHA requirements.
means that protective
screening
is usually
limited to the top
back and sides of the cab.
Occasionally some screening is
to protect
lights exhaust
pipes etc. as shown in figwhich illustrates the use
ure
screening to protect the exThe
haust pipe and precleaner.
modification does add some addifor the operaprotection
tor but it is not adequate for
such as
some types of activities
logging slash or brush.
Logs limbs and branches may
enter the cab from the front or
the entryway.
The probability
A substantial
of slash
in
the Routt
piling
forest.
it
was
Therefore
sidered necessary to analyze the
existing screening to consider
the type and number of
misses that have occurred
and
alternatives
that
would
to design
to
the
improve protection
tor but not hinder his ability
to exit the
tractor in case of
an emergency.
The cost of
additional
stalling
screening
was not considered
significant
and was consequently
excluded
from the analysis.
Among the
possibilities analyzed were the
amount
is performed
1
in-piling
following
1.
FULL CAB PROTECTION
PROTECTIVE SCREENING
Full cab
screening
most protection
to
COMPLETE
offers the
the operator
slash however
elimi-nates
from
it
This
an emergency exit.
cannot
be
option really
further because
it
creates a more severe hazard
than we presently have.
con-sidered
2.
FRONT PROTECTION AND SIDE GATE
PLACING PROTECTIVE SCREENING ON THE
SIDE AND FRONT OF THE CAB
Figure
1.
Front and side screening offers
from the operators
protection
shoulder to his feet from a pro
truding log with one end on the
This option would have
ground.
Additional screening for
the exhaust pipe.
19
solid screening placed between
the
rollover bar and the engine
cab with a spring-loaded
or
magnetic-latched
gate on the
side.
The height of the side
gate would be about equal to the
height of the fuel tank.
In this
case emergency exit would be
awkward.
If the gate did jam
the operator would have to exit
over the gate and the routine
mounting and dismounting of the
machine would be interrupted.
than having
a solid hard
grip the operator would have to
grip one stationary handle with
one hand and open the gate with
the other.
tank.
In this case emergency
exit would be only slightly
If the gate did jam
impeded.
the operator
could step over
the gate and dismount
normally
and routine mounting would not
be affected.
If slash were to
ride up over the additional
screening reaction time for
the operator would be very
limited.
MODIFICA-Rather
OPTION NO.
3 WITH
SOME
THE SIDE PANEL ANGLED FROM
INSIDE OF THE ROPS POST TO THE FUEL
TANK OR EXISTING SIDE CONSOLE.
4.
TIONS
A front panel would be required
much the same as in Option No. 2
and would provide a step and the
free use of the existing hand
grips when dismounting the
machine.
The angled side panel
would also force protruding logs
to the rear of the machine.
3.
ANGLE GATE
PLACING A SCREEN GATE
DIAGONALLY FROM THE ENGINE CAB TO THE
FUEL TANK figure
2
This option would offer protection from the operators midchest to his feet from a
protruding log with one end on
the ground.
The gate would be
or magnetic
spring-loaded
latched and the screening would
be placed adjacent to his legs.
The height of the gate would
equal the height of the fuel
5.
ADD NO ADDITIONAL
SCREENING
PROTECTIVE
Routine mounting and emergency
exit would remain good.
Since
this option offers the least
mechanical protection
from
pro-Figure
2.
Screening for option
Figure
3.
20
3.
Screening for option
4.
truding logs operators must
stay more alert to the hazards.
At the conclusion of the field
testing the operators agreed
that the additional screening
was well worth the installation
time and cost although they
preferred the screening of
Option No. 4 because of the ease
in mounting and dismounting the
tractor.
However both types of
Since regulations
prohibit welding to any part of the rollover
protection
system and since
the rollover
posts vibrate continuously some structural and
fastening problems might be
fu-ing
with-to
pro-through
anticipated
with options
screening greatly improved
tection
for the operator and will
continue to be used in the
ture.
As evidenced
by the wear
and tear on the screening
numerous pieces of slash might
have entered the entryway
out the additional protection.
1
It was finally decided to add protective
screenfor field testing to two
tractors one of which was
to Option
equipped according
No.
and
the
other
according
3
No.
at
a
cost of
Option
Both tractors
$200 per tractor.
were used a nearly equal amount
of time for piling slash.
4.
4
21
REPAIRING
WET
BASEMENTS
Gerald
T.
CoghZan
Construction Maintenance
Operations Group Leader
Region
and
9
upper part of the wall through
cracks or through the porous
concrete
block.
The surface
water may follow the crack or
hollow blocks
downward often
appearing
on the inside as a wet
area close to the floor.
Basements become wet from
surface water or from ground
water.
Wetness resulting from
surface water is more common
and less expensive to repair
than that due to ground water.
a wet
Therefore in evaluating
basement problem it is
to first consider and
due to
investigate wetness
surface water.
appro-priate
SURFACE
WATER WETNESS
Water seeping down along the
outside of the wall may enter
through cracks or areas missed
This is less
by the coating.
likely for mastic which is
somewhat elastic and will stretch
The
across minor cracks.
cement grout however
cracks with the concrete
wall
even fine wall cracks
leaving
open for possible seepage.
-- CAUSES
water-proofing
Wetness results from surface
water being concentrated
against
the upper basement wall and
finding an opening into or
Water may
through the wall.
rain
from
come
running down the
side of the building
from overflowing gutters clogged at one
spot or from gutter downspouts
close to the wall.
discharging
bib
connections
and
hose
Leaky
lawn sprinklers spraying against
wall may also be sources of
Planter or flower strips
water.
the
wall may be major conalong
tributors to the problem since
the built-up borders entrap
water and the loose cultivated
allows easy infiltration.
Wetness resulting from surface
water characteristically
occurs
during or immediately after heavy
rains.
Wetness may be found
along the building wall or corner
the prevailing winds or
facing
along the wall where the clogged
gutter overflows or the
Similarly
spout discharges.
due to leaky hose bibs
wetness
or lawn sprinklers would occur
near these sources.
Many of
these sources of surface water
are easily identified and
inated or at least minimized.
down-the
elim-soil
concrete basement
coated
on the outside
walls are
with a waterproofing
asphaltic
mastic.
However the mastic is
discontinued
just below the
ground surface so that it will
Some concrete
not be visible.
walls are sealed with a waterSurface
proofing cement grout.
water enters from the top primarily through the unsealed
Typically
SURFACE
WATER WETNESS
-- REPAIRS
The interior basement walls
should first be inspected for
major cracks and inward bulging.
If the walls are paneled
it may
be necessary to pry up one
vertical
edge of at least every
second panel to check for cracks.
Severe cracks may be horizontal
23
moder-wal
addi-scope
but many cracks travel down the
at about 45.
Thus most
cracks in an 8-foot wall can be
seen within two 4-foot panel
widths.
Major cracks and bulging
are serious problems beyond the
of this report and should
be given further expert investigation and analysis.
should
be backfilled and
The
ately compacted in layers.
ground surface should be sloped
to-drain away from the wall.
If
the area was originally lower
than the surrounding lawn
tional backfill may be needed.
Grass or original shrubs can be
replaced.
tem-to
Figure 1 shows a method for
protecting basement walls from
surface water.
Earth is
the
basement wall
along
for a width of 2 to 3 feet and
a depth
at least 1 foot
sufficient to expose the waterSod and shrubs
proof coating._
can be saved and visquene can
be used to protect the lawn from
the excavated
soil.
The wall is
cleaned and sealed with a clear
silicone or acrylic
waterproof
sealer.
concrete
for
Coverage
these sealers ranges from 100
to 250 SF/gal depending
on the
and the porosity of the
concrete.
Particular care should
be taken to fill cracks with
sealer and to seal around basement windows.
GROUND WATER WETNESS
ex-cavated
-- CAUSES
can result from a
or
water table
permanent
porary
rising above the basement floor.
If there are no subfloor drains
if the existing drain system
becomes clogged
or if the sump
the
becomes
inoperative
pump
ground water seeps through
cracks in the floor slab or
cracks at the juncture of the
floor and wall.
Ground water
wetness
characteristically
curs in the spring or after
prolonged
rainy periods these
being common times for temporary
high water tables.
Wetness
oc-product
wet-Try
The bottom of the trench is
sloped outward and sealed with
mixed bentonite
and soil.
amounts of bentonite
should
be placed close to the wall.
to keep the bentonite
away
from the lower outer edge of the
trench.
The bentonite
and soil
will
layer
prevent deeper infiltration of surface water along
the wall and will direct the
water away from the wall while
soil deep
allowing backfill
enough to support vegetation.
A 50-pound sack of bentonite
should suffice for 20 to 25
linear feet of trench.
GROUND WATER WETNESS
Heav-ier
-- REPAIRS
Once surface water has been
eliminated as the cause of
ness ground water causes must
be evaluated.
Obvious mechanical
sump pump problems should be
eliminated first.
Figure 2a shows the traditional
The
leaky basement repair.
entire outside wall is excavated
down to the footing.
Weep holes
through or under the footing wall
will permit drainage from under
the slab.
If practical
the old
subfloor drain system should be
connected
to the weep holes.
A
conventional
gravel and
ted pipe drain is constructed
around the perimeter of the
foundation.
Daylighting the
drain system where terrain and
perfora-However
sloped bentonite and soil
layer should be well compacted.
the lower outer edge
should be left loose to allow
easy infiltration of the deflected water.
The excavation
The
24
ORIGINAL
LANDSCAPING
REPLACED
LANDSCAPING
---ADD
SILICONE
CONCRETE SEALER
12
MIN
-COMPACTED
BACKFILL SLOPED
i
-
TO
SOILi
LOOSENED
COMPACTED
cv
ORIGINAL MASTIC
OR GROUT SEAL
POURED
OR
AND
BENTONITE
LAYER
SOIL
2
-
31
CONCRETE
BLOCK
BASEMENT--WALL
BASEMENT
FLOOR
SLAB
p
a
b
EXISTING
Figure
1.
Protecting
REPAIRED
basement waZZ from surface water.
no scale
a
DRAIN
OUTSIDE OF BASEMENT
IN COMPACTED
EXCAVATE
WALL.
BACKFILL
LAYERS.
USE-MASONRY
CUT
SAW
FLOOR
SLAB.
CONCRETE
TRENCH
TO
BASEMENT
EXISTING
REMOVE
AND EXCAVATE
FOR
DRAIN.
CONCRETE AND
FINISH
TO EXISTING
SLAB AFTER CONSTRUCTING
POUR
DRAIN.
BASEMENT
ý-
SLAB
a
N
ýý
b
rye
7r
MIN
PROVIDE
DRAIN
POSSIBLE
EXISTING
SUBFLOOR
DRAIN
THROUGH
CONSTRUCT
PIPE
OR
OF
UNDER FOOTING.
CONSTRUCT GRAVEL
AND PERF PIPE
AROUND OUTSIDE
OF FOOTING.
DRAIN AWAY FROM BUILDING OR INTO
PROVIDE
b
2.
BUILDING
DRAIN
OR
THROUGH OR
UNDER FOOTING.
REPAIR
Figure
DRAIN
Protecting
INTERIOR
basement from ground water.
no scale
AND
AROUND
SUMP.
SUMP.
EXTERNAL
DRAIN
GRAVEL
FOOTING.
FROM
DRAIN
a
n. o
D
d
a
d1
2
FLOOR
REPAIR
PERF
INSIDE
AWAY
INTO
local ordinances
permit is the
simplest and least expensive
relief system.
As a second
choice connecting
through the
footing wall to the old sump
will save the cost and inconvenience of building an external
sump and providing a sump hous-
SUMMARY
is most commonly
Basement wetness
caused by surface water.
The
sources of surface water are
moderately easy to identify and
minimize and the wall repairs
to make.
The
are economical
with
can be accomplished
hand tools with little impact on
the surrounding lawn and
re-pairs
land-impact
Fig-ure
ing.
the outside of the
Excavating
basement wall makes a major
and reon landscaping
quires heavy equipment.
2b shows an alternative
Here
repair from the inside.
the floor slab is cut with a
saw to allow excavation
of 2- to 3-foot wide subfloor
drain along the basement wall.
repairing the
may involve
drain or installing a
new drain.
Special care must
be exercised if there is any
chance of striking an electrical
conduit in the floor.
Again
weep holes are made through or
The
under the footing wall.
drains are collected at a sump
for discharge away from the
scape.
Re-masonry
advan-This
out-existing
Basement wetness
resulting from
ground water is more difficult
and expensive to repair.
pairing or building new subfloor
drains by cutting
through the
basement floor has many
the
tages over excavating
side of the basement walls.
Repairs should be planned as a
Efforts simply
complete project.
to stop a leak at one point often
result in a leak at another
bulg-building.
point.
Major cracking and inward
ing basement walls are serious
problems that should be given
further expert investigation.
27
PLASTIC
RIBBON
SURVEYORS
FLAGGING
Farnum Burbank
Chief Equipment Development Engineer
Washington Office
WO
GSA has
also requested
that we
and
further
cooperate
prepare
Reports on
Quality Deficiency
ribbon or any other material
found to be deficient in any
This document is the
respect.
source
of information
primary
used by GSA technical
tionspersonnel for identifying
problem areas.
Apparently
users are most frequently
questing waivers to purchase
from commercial
sources.
from the waiver
cation
statement rarely gets
back to quality assurance or
technical people who are the
ones to take action.
The Forest Service has recently
been contacted
by GSA technical
specifications
personnel regarding problems that have been exwith Plastic Surveyors
perienced
Flagging Ribbon
Spec L-RInasmuch as the Forest
00335A.
Service is one of the heaviest
of this material GSA
wanted us to be aware of steps
being taken to improve the qualof the material being supplied.
re-ity
justifi-The
specifica-users
Infor-mation
major problem being reported
as well
by the Forest Service
as some other users is fading
of the red and orange ribbons.
It seems that these two colors
in only
fade to almost colorless
2 to 4 months sometimes more
rapidly whereas our field
people need distinguishable
colored ribbons for 15 to 18
GSA states that they
months.
are specifying a fade test for
the next procurement of ribbon as
as an immediate
though interim
should be
This
material
step.
available in the fall of 1981.
For the longer range a new
Commercial Item Description
CID
but this will
is being prepared
not be ready for procurement use
When
until the summer of 1982.
Forest
a draft is ready the
Service will have the opporThe main
tunity for comment.
is that GSA is aware of
the problem and is taking some
corrective
action.
Another item of interest
that in most instances
is
ribbon
purchased
through commercial
outlets is likely to have been
made by the same manufacturer
Therefore the
supplying GSA.
commercially obtained ribbon
will probably have the same
deficiencies
as that procured
through GSA--and at 1-1/2 to
3 times the cost.
GSA has expressed appreciation
to the Forest Service for its
cooperation over the years when
called upon to provide samples
information.
GSA now
and/or
asks our indulgence
as they try
to correct the reported
ciencies.
defi-point
29
SAN DIMAS EDC DEVELOPS COST
ANALYSIS FOR IMPROVED TREE
PLANTING
MACHINE
Farnum Burbank
Chief Equipment Development Engineer
Washington Office
WO
in-mechanical
opera-would
the
past few years a
in forestry
developed
for an improved
operations
tree planter that
combine reliability and
During
propelled machine.
To accomodate
the economic
factors assumptions
were made concerning
capital
vestments a wide range of
ting costs maintenance
factors
site conditions
etc.
But it
should be pointed out that the
assumptions
probably would have
to be modified
to fit a
cular situation and assumptions
can become invalid as
stances change.
need has
parti-cost
circum-termittent
economy in long-range operations.
The San Dimas Equipment Development Center was assigned a project to develop the criteria and
that
analysis for a machine
could plant seedlings on an in-
con-the
fac-in
re-duce
basis.
spot planting
Such
a system could
energy requirements and
costs related to site preparation since the spot planters
shoe or blade would not be in
as it is
ground continuously
the usual furrow planting
method.
Given similar conditions the hand planting system
is the closest comparative
to
the intermittent
planter concept therefore the analysis
was made using the known costs
of hand planting and the projected costs for the intermittent planter.
It was known
that the intermittent
planter
would be more costly than continuous-furrow equipment
since
the former is more mechanically
complex.
In
the
analysis
developed
by San
Dimas only economic factors
were addressed.
Usually
decisionmakers
must also
sider social and political
tors as well as those of site
conditions and the species of
the seedling stock.
Mechanized
reforestation may include other
features or benefits not readily
identified by general cost
machines
can make
analysis
uniform high quality plantings
that could result in higher unit
yield and problems may be
avoided that are inherent in
locating hiring transporting
supervising and caring for
labor crews needed for hand
planting.
for-and
The analysis included projected
costs for the operation
and
of the equipment
depreciation
as well as interest on capital.
costs were estimated
by including machine characteristics such as equipment weight
cost average production
rate and crew size for planting
containerized
or bareroot
seedlings by either a towed or self-
The cost-determination
method
at the Center is a
developed
mathematical
approximation no
field experience
with an
is
mittentplanter
available to
determine base planting rates or
machine reliability.
The
mulae in the analysis are based
upon assumptions and the results
are considered
approximations
but the method for predicting
inter-Parametric
31
the costs of an intermittent
planting machine could prove
valuable planning tool for
forest managers.
Regeneration in Raleigh
Carolina in March 1981.
North
The
the
Test
ob-method
The
a
report was published in
Equipment
Development
No.
Project Record
8124-1203
June 1981.
A copy may be
tained by sending a request to
the following address
complete
report on the
and performance criteria was presented
Mechanical
by Dan McKenzie
at San Dimas during
Engineer
the
session on Forest Economics
the American Society of Agricultural Engineers Symposium on
Engineering Systems for Forest
Develop-at
constraints
Forest Service - USDA
San Dimas Equipment
ment Center
444 E. Bonita Avenue
San Dimas CA
91773
32
FARKAS ARTICLE
PUBLISHED
in
Engi-Centers
Loca-Economist
TRANSPORTATION
RESEARCH
RECORD
in the July 1978
neering Field Notes
Location
by
Z.
of District Maintenance
by Least Transport Cost
Andrew Farkas RPA Staff
issue of
Volume
Number 7 under the title
tion Analysis of District
WO
was published in
Record 774
Research
Transportation
Maintenance Management Systems and
The arTransportation Ride Quality.
10
Centers.
Copies of the recently-published
article are available through the
Research
Board
Transportation
National
Academy of Science
Avenue NW
2101 Constitution
20413.
Washington D.C.
ticle describes and illustrates a
the most
method for determining
of
district
economical
location
A
condensed
maintenance
centers.
version of the article appeared
33
SERyi
rptEEST
U4s
ENTOFM
TO READERS OF
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34
publishing dates
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other
ropEST
SERVq
U S
ENT Of
AA
INFORMATIONE
LSTýý
June/July/August
Volume
13
1981
Number 6
Engineering
Field
Notes