ENGINEERING
TECHNICAL
FIELD
TECHNICAL REPORTS
NOTES
MANAGEMENT
DATA RETRIEVAL
INFORMATION
PROFESSIONAL DEVELOPMENT
SYSTEM
P
VOLUME
Notes
Field
Design Alternatives
8
for
Low-Volume
Forest Roads
Design Guide
for Native
Log Stringer Bridges
Analysis and Load Rating of Native
Log Stringer
Bridges
Washington
Office
News
FOREST SERVICE
EST
_
AUGUST
SEgy
AUýS
EN
mK
U.S.
DEPARTMENTOFAGRICULTURE
1976
US
FIELD NOTES
ENGINEERING
Volume
Number
8
8
August 1976
Information
contained
in
this
has
been developed
for
of employees
guidance
respon-sibility
of the
United
cooperating
Federal
for the
The
use
of
of any
that
or service
may be
text in the
as
by FSM
or policy
except
engineers
and engineering
intended
names
by
use does not
the United
in this
by other than
publication
an
constitute
is
official
States Department
its
own
its
employees.
for the information
and
endorsement or approval
of Agriculture
to the exclusion
suitable.
publication
must not be construed
not
of this information
trade firm or corporation
product
of others
The
interpretation or use
of the reader. Such
convenience
publication
its contractors
and
Service
Department of Agriculture-Forest
and State agencies.
The Department of Agriculture assumes no
States
exclusively
the
represents
recommended
references.
personal
Because
technicians
opinions
or approved
should
of the respective
procedures
of the type of material
read each
issue
FOREST SERVICE
U.S.
DEPARTMENT OF AGRICULTURE
Washington
D.C.
20250
in
however
for engineers.
author and
mandatory instructions
the publication
this
publication
all
is
FOR LOW
DESIGN ALTERNATIVES
VOLUME FOREST ROADS
-
Russ Huskey
Boise National
Forest
Region 4
INTRODUCTION
Low
on
standard
the
local
Boise
roads
are the
roads vary
designated-system
The
Forest.
National
workload
largest
for engineers
methods
present
involved
for survey
little-only in precision-fromone
road construction
in
and construction
design
standard
of
to another.
distance-measuring
Surveys
from
vary
Designs
completed
are
Collins Computer
high-precision
in
surveys
low-precision
applications
surveyed.
involves
The
provide
engineer
who
or
maps. Final
poles two
and
and
poles
range
at
abneys
vertical
H.I.
points.
horizontal
breaks.
Next
curvature
run through
are
Fort
the
and mostly for only the
be
can
process
automated
are
the
for
computations
methods
following
and environmental
for computer
abney
alignment
has
field
a
is
reduction
vertical
cloth
The
tape.
slope
cross
in
set
established
for the
to
alternatives
into focus.
protection
sections
the
in
flag
centerline
field
line
are
between
taken.
traffic.
bearings
1
by
Thus
field
location
established
is
be placed
stations
are
staked
by
at
the original
to the computer.
line
is
is
to
two
minimal
between
is
not
aerial
using
some
measured
centerline
and
control
line and
flag
the
transfers
should
The
for vertical
survey
control
Survey stakes
a format acceptable
with horizontal
PAL
level
the
distances
that will facilitate
These survey notes are recorded
notes
The
level.
methods
a system to
roads.
a percent
running
Horizontal
distance.
photography
interval
low-volume
or
automated
to
I
method
horizontal
range
on
in
computations
design
and presented
organized
manually
limited variations
that
control
to automatic
level
are computed
or
field
practices and can bring economics
METHOD
This
the
horizontal
tape
from hand
control varies
Recognizing
we
low-precision
present
cloth
FCCC with
Center
surveys.
and
compass
staff
Vertical
devices.
laid
the
out
to
the L-line.
Exhibits
of
run on the P-line are shown
PAL
in
survey
the
RDS
Road.
Creek
Rock
of
Profile
and
Plan
1.
Figure
...........................................
-au
IL
3
_
r
4
E
ý
y
s
9ý rý
rl.yýi
ýF
ýýySýYM
-ýý
-ý
ttjMý
aýý.
tiýýs
ýs.
ý
ý
ýý...
$ýý
b
tvi-
ýtiýýý1ýý
f.
ýý
i
t
L
T.YYr/.fý.
i
ý.
A.
$eýt
r
ýýJý
ýýýýý.yýYýý
ýý.
tý
y
Y
.
i
ýr.
r
r
S1.ta
yýý
gyp
IJ
rrt_
Afýrrv
i%
ýýýt.ýorýýýter
ýýfrý
ýkýriýhýrýý
ýýýýr-snýrýtý
t
ý.i
r.tlrj7.
.ý-Iý
xý
tl
ýskN
fýý
ýyfJýýt/ýtýýýs
ý.
x
ý.
yf
Saý
r..
sýiý
r.x
ý
T
l
ýf4ri
y
ir1j
1ý
tý
S4r..ýt
fen
ýýtiX
ti
5.
a-
r
Sý3
N
br
ý
ýi
S
t
ye
-
i
r
ýýýýi
rýýýS
ý.ý%1r
Titýý
r
.iýr.7Mpr
ý
iý
r
i
t
ry
4
Nr
7ii
n
ý
r
7ý
ti
J
irýt1
a7.ýY
.j.r/
ýýý.
týt
.ýý
rUUsýraA.i.
eý
ý
ý
ý
r
raýrý/
ýt
ý
ýýYý
rr.
o
n
ýý
k
yýntti
-ýC
ý.ýý
ýiýfýiýt41
t
ý
ir
ýq
a
ý
ýi ý
sý yý
t
ý/
ý.
ýýu.ýrý
a4
ýtýk
ý
ý
io
c
vfY.kýSeE
vý
7
Viý@j
nýý
Pýýý
iý
ý
Fýý
1
ýý.Si
aý.
1t.ýý.yvýýr
atl
ýLýýýý7C
f
i
ý
ýrýj
.ý
aýE$.ýýýýbýfiýýcfýýýýýN
ý1..%rý
.
uYiýýy
ýý
. \ý
r
-.
tiýý
3ý
.ý
ýýIýýýy
fý.
i
r
ýJýýýfki/ýýýyýý
ggý
QSy
c
tKt.
ýy
r
ý
cr
ý
yea
5ý.
ý
ýr
r
ýFýý f
ý.2
ýirýc
d
.
ýrý..
kýtý
al
jýý
rrk
ýsyýlF
rýiy
Fý
fi
YWh
ýýý
4ýý1
.
%
s.
fis
ýfý
ý
Yl
s3
aJ
ý.a
ý4ýýýsýye
7
ývsý
4
r
ý
ee
P
ý ýýýý
Y.
t
rh
y
ý
C
ýý
f
4r
ý.
ýýýsta
ýAa
yý
ýiý.7ýtý.ý.ý1ý..
ýst
ýc
ýL
rý...ý.
ý
ýd
L7ýtSýti
rrý
ý
S
G
ýýyy
YýC
ýraý7ýýryý7
fý
d.1.týýýýý.iýýý
finvrýý
ýý..ýýýS
ýýý
ý
rý.
ýy
ýwrýa
i
-1ýtat
ýý
K f.ý
ýy
Pýýýý
SrýEýTý
L
5ýýý
a.
t
2
1
.ý
ýýýý
vr
ý
4 ýýr
r.
fl
aItýI
7sSrý
g.ý.ýwt
ýý
ý
.Pýý
ýýxýýýýýýý
i.
ýý_i
.
-ý
ý
t
ýýý
x
r
ý
iýýýýý
l
ýe
r
r
ý.ffaýY
ý
ýýýý
-ý-
ý
ý1ý
ov4ý-6-
\
a
ý
ý.
9rf
ý4
ý..
ýý
s
-
ý
Disc
1
\
vr-ry
ý4
yý4
lýý
O
ýt1ý3
týSytýrýY
yNr
w
ýýI
ý6ýyýý/r
.ý
.r
Y
r
tiý
S
jý
ý
fit..
A
handbook.
bearing
for a
figure
to
complete the
of raw
reduction
must be
notes
field
inserted in the computer.
As indicated
2400
intermediate
such
points
station
first
point. All the
ground
except
These intermediate
number
running
overlaps.
The
This
points.
horizontal
RDS
programs
design
earthwork
phase
or
c.t.
The
49s
not
are
To
input
only
compaction
The
a
Construction
Stakes
distances
on
conventional
needs
output
00
to
a manner
in
the
in
distances
are
are
also.
a horizontal
with the
two
last
record
and
turning
digits
bearing
not
that
stations
are
and
the
using
49
the
at
in
this
order
to
two
digits
indicate
first
the
prevent
to
are intermediate
section
to
provide
of the program.
must be generated
c.t.
in
last
an increase
end section
or
last
on input
without
methods-the
on
only
types
computer
zeros these
the
one
shows
that
and the
from the
offset
the
program
To compute
HAL-OFFSETS-Roadway
by the
offsets
of
utilization
complete
of
design
can
earthwork
be drafted
are set
on the
uphill
printout.
methods
of resource
templates or
generate
clearing
c.t.
system.
40 template
c.t.
Thus
P-line.
for
data.
Method I
40s manual templates may be
and seeding
types 20s profile grade
record
or aerial photo
the
to
with
can
by using
side
At
many
in
formats.
be included
and
least
the
a reference
If
there
profile
computer-generated
flags
one
with the
in
on the downhill
five
stake.
sections
Variations
and accuracy.
3
in
slope section
notes
data 35s
data.
is
a need to show
views
Figure
slope-stake
side
and
and stakeout
acres
data 30s
40s template data and 50s topography
profile
stakes
set
are
to introduce
100
as
00
other than
digits
recorded
are
with two
recorded
is
card
following
following
map
point
are stored
computed
by manual
factor
and
plan
zeros such
needed.
obtain
the
00
as
versatile variations
to be
are used
two
in
reduction true horizontal
and meet the requirements
very
are
last
are recorded
designer
program may be run
roadway
used.
location
the
substituted
c.t.
49s
the
earthwork
design
Offsets
enable
will
the
between
stations
all
control information
design
enables
that
After
indicated
is
They
P-line.
number
section
last
computer
the
Those ending
points.
numbers
section
down
that end with two
points P-ground elevations are computed
field
on the
with a section number to
the field are marked
numbers
102 5010.
thereafter
point
points
in
section
angle points.
2401
as
zeros to indicate intermediate
the
The
and are assigned to these
computed
The
horizontal
are
stations
all
on the ground.
station
10400
or
RDS handbook
the
in
the
identify
all
the horizontal
1.
notes
as
the horizontal
at
culvert
staking
locations
should
field
and
tables.
vertical
are set
by
be determined by
METHOD
II
method
This
horizontal
horizontal
The
of
The
only
input
designer
to
Method
to
RDS
at
method
desired
alignment
the
and
fit
it
shown
RDS
is
differs
the
in
the
from Method
The
are
from the
topography.
P-line
is
RDS
staff
to
compass
provide
handbook.
only in one respect-the
plotted
input
other projects are with
as
with chords to simulate curvature.
replaced
P-line
I
with an element of
designer
with a
curves
offset
the
provides
PAL method
locations.
of horizontal
Designs
must be careful not to
improve
uses
for survey notes
for this
offsets
I however
also
survey
The format
manual
control.
to
The
control.
49s
horizontal
similar
control.
design
c.t.
is
if
it
is
will
not necessary. Offsets
offset
only
those
are
sections
P-line
L-line
Figure
2.
Automatic
offsets
with
curves.
P-line
Lline
Figure
3.
Manual
offsets
with
chords.
P-line and L-line
4
stationing
are the
same.
used
for
which a
of the
alignment
be
49 has been entered.
c.t.
When
P-line.
The methods
required.
The
main elements
surveys
of manual
involved
made with
are
more offsets
personnel
inexperienced
and chorded alignment
offsets
and proper
are good field location
shown
are
in
will
2 and
Figures
3.
The
a manual
with
is
actual
in
the
of distance
error
and
plan
this
L
from the
profile
Construction
stakes
side
stakes
R. P.s
distance
FY
Method
than
The
of grade
1973 had
II
are
similar
a
of
with
are set
every
is
P-line
a cloth
on both
100 feet
The
limits.
indicated in the
distance
the
L-line
station
is the greater the error
some
will reflect
change
Rock Creek Road No. 10238 Figure
maximum
to
The
radius curves.
stationing
locations
are set
construction
error in true horizontal
any
in
1
For low standard
of 0.3 percent.
station
tape
sides
and
catchpoints
a
the
on the
RDS
by the
level
and selected
flagging
is
tied
P
drawn
as
hand
however
other
plans
elevation and grades are computed
culvert
uphill
the
rather
P-line.
the P-line station becomes
that the greater the offset
insignificant.
for
profile
chorded alignment
obvious
is
error in percent
during
is
when
the L-line
The
distance.
The
and constructed
designed
same.
It
of grade.
road construction
offset
in
minimal.
is
horizontal
percent
The
that occurs
offset
the
and
view shows
plan
design
alignment
stations
as
remain the
program.
and a
level
rod. All points
are slope
stations
on the downhill
downhill
the
L
show
are
side
staked.
catchpoints
located
on the
Reference
to define
by chaining
the
slope stake notes.
computer-generated
SUMMARY
The two methods
product
combination
range
the
with
existing
control
cost comparison
-
Table
5402980
to
practices
from 27 to 71 percent
2910
to reduce
are intended
and to maintain
1.
the
protect
required
the
of man-hours
These
two
broaden the base for engineering
depending on the method.
The
number
resource.
average
_ $2150.
5
applications.
The two methods
savings per mile will
be
to complete
methods used
a
in
any
Savings
can
are summarized in
Table
METHOD
I
SURVEY
Cost comparisons
1.
CONSTRUCTION
STAKING
DESIGN
PLANS
PAL without
Design
Computer
horizontal
earthwork
notes
control
without
used
TOTAL
COST
stakeout
as tables
horizontal
control
II
$180/mile
$180/mile
PAL
Design
Slope
earthwork
hill
with manual
culvert
$180/mile
up-staff
with
compass
for horizontal
control
$540/mile
stakes
side
and
locations
offsets for
horizontal
control
$240/mile
$330/mile
$410/mile
$980/mile
construc-Methods
Regular
Regular
with
survey
staff
compass
Regular
Regular
RDS
tion survey
design
P-line
by
for horizontal
plotted
control
computer
$620/mile
$440/mile
based
on offsets from
and plans
$1850/mile
6
$2910/mile
DESIGN GUIDE FOR
NATIVE LOG STRINGER BRIDGES
Muchmore
Frank W.
The
design
engineer
log stringer
minimum
The
The
bridges
can
be used
also
AASHTO
should
bridges
OPERATING
exceed
1.33
maximum
to
determine the
species
and 3-3
size
to present
basic design
determine whether
to safely
support
criteria
and meet
loadings
specific
to
lane native
single
RATING.
the
to that
Typical
This
The
first
RATING.
level
The
to rate
in
given
are known.
and the procedure for
the bridges
Manual
the
log stringer
fill
for Maintenance
Inspection
upper
or
stresses.
level
stress
The
operating
to which a structure
second
working
at
or lower stress
rating stress
may be
level
at
unit
safely
not
stresses
is
the
to
absolute
subjected.
working
unit stresses
equal to
stresses.
Bridge
procedure
placed
stringers
The
applies
to
butt-to-tip
stringers
are
log
stringer
and lashed
lashed together
on the
directly
curbs.
sill
stringers
Abutments
or piling see
and
serves
may
1
Figure
superstructures
together.
with
be used for longer spans see design
safety
rating of existing
capacity
levels
normal allowable
permissible stress
the normal allowable
stress
live-load
and condition and depth of rock
are used
vehicles
conform
rated at two
of
INVENTORY
and
intended
is
accurately
and constructed
stringer
3 3S2
Type
may be
bridge
to
bridges
to readily and
1974 AASHTO.
of Bridges
logs.
log stringer
field
designed
are
when span length
rating existing
Each
the
in
safety criteria.
guide
bridges
for native
guide
enable the
P.E.
10
Region
the
Broken
running
7
sheet.
of
be used
longitudinal
additional
rock or crushed
Brow
logs
rock
should
log
between
to chink
abutment with
blast
surface.
consist of mud-sill only
typical detail
consisting
should
cables at each
criteria.
as
Poles
is
lashing
placed
be used
for
mud-sill and wing logs log-crib post
Agriculture-Forest
Region
of Department
U.S.
lTYP
oerpindicu/ar
lays
8
Alaska The
bridges.
Service
stringer
sue ý ý
Bottom
log for sheet detail
see/s
Typical
1.
Figure
No
ELVAT/ON
Sill
-
-
/Yster
Low
ý
a
Character
.e
e/c.
fit
dri
hyh
between
ice
Wafer
o
and gmount
with
c%a.on Mn.nrn
ar%d
wa/cr
sfrig9ers.
do
Clearance
dehs
.d
/dr
Provide
-
Detail
See
Typ. Marker
N.gh
TYp
Object
5-0
2Q
Sea/.
Crossing
N.
Skew
Typical
PLAN
fill
of
Toe
\
ýýY\
js
/Y/akeD.
\
Object
Typ.
sfrearn. to ASe
opPax.
Winywall
Frest
Service-.
by
oved app
t/ie
curve
widenny
on/Y
used be
/4ff
be/wee
reasons
other
or
aceornodate
to
and
shoo/d
ft 24
widths Bridge
Sea/e
erossiny
minimum.
f//ý
o/
t
heiyh
//
to
ý
or
6
Equo
contain
f//
N
No-skew
PLAN
10
Typical
/any
enough
logs
Wing
p
I
o
//
\
Toe
ý
-
J
ýý
-
-I
\ý
e%
\
\
r
ý
/
Shou/dcr
Roadwayy
gpprao
fi//
the
caitoin
long
fo enough
be must they
are
muds//s
-ýý
n
\
J
-i
-
-
t
F/J_
f
used
When
Ma
kt
of
Toe
X
SO
020
SO
SOMin.
SO
SO Mn.
Min.
0
jl
X20.
50
Min
it
is
povde
not
f
be
Prncta/
20
the
betrueen
brýdye
reduced
to
min.
--
and
-
-
-
o./
-
-
sed.
s
be used
obe ec
be used
to de%neo-e
.shoo/
9uordro%/
end.
TURNOUT
Brow
Loy
LL
15
DETAIL
Sv/e
No
Brow
M.- 27Max.
-
27
SMin.
Lag
Max.
-
Typ.
Po ypropy/see
Typ.
ket.
Fabric
A6
/
cable wraPPer
required
atrrios/o
for spans
less
than
i
Use
Tumbuckies
Axod
use
of penefrofiny
fasteners
such
W
Cob/e
opPer
Po/ypro
slap/es
except fb short
duration less than
inata//efiau.
Stabilizer
lashed
brow
ivo
4
years.
mdsPan
spans
pafn-s
AX
a//
Typical
M14
grate
Fyhýpy/Ne
ý
01
36
Alternate
tý5
bear.
SECT/ON
MID-5PAN
NEAR
Nn
stee/Post
or
white
marker
4X4
Even
face
of
with
brow
lag.
/n5fa//afiA7
that
stringers
past
Min Black
a/umnum
oý
i
--ý
Lo
on
ý
pe/eddý.ýP
h
lfiýw
3.
1oPk
5
/oys
4L
Sca/e
X
ýMi
wood
Material
pecking
bxlween
/nsta//Of/0/y
No
yye B/onkef0/
Chink
to
SECT/ON
NEAR
M/DSPAN
S -A.
2
dia.
such
po%s
Us.
-o
Moon/
Q
5tabd4er
Notch
p
forandso
35
r
Min.
/f.
the
P
/2
wrappers
as shown
20
pans
M
r
ý
ref/ectonietd
A
-tan
Use
lays
or exterior
stringers.
if
Use turnbuckles
insta/latim
is
be
mas
b
dkenkei.
ft
be
to
lay
to
Tursbuck/e
AA-.
SECT/O/V
NEAR ABUTMENT
eta.
4 yews
Py/ex
20
at
t.
CO spikes
QI
-
-
wy
PROIr/DED
Iquard-rol
fmarCes
guord
-
_
If
Oi
OBJECT MARKER DETA/L
sea/.
No
Scale
NOTE
material
to
be /21nae.
thickness
blast-rock
crushed
iack.
No
or
the
t4ckness
larger than
surfacing
be used.
Decking
of se/co
rt
/
may re9uire More
coicu/aions
ca//
If brow logs are
0/7ve
stiiq
-y
cr
average
rock
she//
LL
than the oimyn
stringers
-o Cons-ruct fhe
bridge
for
used
v/ secuos
m each side
as
abate
w%//
h- a
an
the
add./ono/
bsreýiirrd
ke/f
Rewsed-913175
DESIGNED
si/s
SHEET
9
1 1
OF
SUlNITTED
APPROVED
2MlMi
n
DRAWN
O
--rCV--eL
ný/
_
1
ýs1cý
DATE
9
-
DATA
TEýýý--ýý///ýý--yyy///ýý_-----ýýt
APPROVE
t
DESIGN CRITERIA
The design procedure
DEAD-LOAD
DISTRIBUTION.
and that portion
the unit weight
LIVE-LOAD
of the rock
of
It
wood and 120
DISTRIBUTION.
assumed that each
is
which
fill
criteria
The
Bending.
assumed
is
It
that
the
own
dead-load
Forty pcf was
stringer.
of rock
pcf as the unit weight
its
used
as
fill.
live-load
distributed
is
bending moment distribution factor that portion
live-load
bending moment applied
For rock
to one stringer
2 feet
fills
the
to
fills
over
distributed to
2 feet
depth
in
the
wholly within
factor
1
/No.
of
exceed
or
L90 Log Loaders
equally distributed to
all
with
a
section
Allowable Bending
bending
W
of
6
13/4d
/No.
modulus
above
determined
stringers
bending moment
in
feet
where
but
not to
may be
considered
to be
but not brow logs.
the bridge
of stringers.
moment
for bending
of short spans
for bending should
required
1
designed
Stringers properly
with the possible exception
stringers
a width
be equally
shall
0.3.
the
stringers
Distribution factor
Shear.
bending moment
truck
fill.
Distribution
For L70
bending moment
of the truck
percent
0.3.
stringers
all
depth of rock
d
be
depth 30
or less in
Distribution factor
For rock
shall
of the total
to any one stringer.
be applied
shall
Allowable
over
directly
is
carries
stringer
the
follows
as
stringers
on the following
based
is
Table
under 20
1
will
feet.
resist
shear effectively
For spans under 20 feet
approximately 25 percent
be used to increase the shear
greater than
resistance.
Stress
stresses
are
based
and data outlined
on the methods
in
ASTM D2899
D25
Use
of these
shake
decay
considerably
exceed
stresses
5
is
excessive
affect
inches
their
and
on
dependent
twist
quality
spiral grain more
Knot
strength.
stringers
high
with
large
size
knots
in
straight
than
the
1
in
8
sound
and
logs
all
free
defects
middle half of the length
opposite
of
wind
that
may
should
not
each other should not be used.
Stringer Diameters
Stringer diameters
considered
as
given
the average
are average
midspan diameters
of the diameters
of
10
all
stringers
inside
in
of bark.
the bridge.
Such
diameter
is
Table
DIAM
CIRCUM
IN
IN
AREA
S3.IN.
10
31.4
11
34.5
78.5
95.0
12
37.6
40.8
43.9
113.0
132.7
153.9
13
14
16
47.1
50.2
17
53.4
18
56.5
59.6
15
19
62.8
65.9
20
21
22
29
32
33
34
35
21.8
171.0
183.4
290.0
196.3
300.0
100.5
706.8
754.7
804.2
103.6
106.8
10909
962.1
141.3
144.
1590.4
441.7
1661e9
46
47
48
49
147.6
150.7
153.9
1809.5
502.6
50
51
157.0
160.2
52
163.3
166.5
169.6
53
54
55
56
57
58
59
60
172.7
175.9
179.0
182.2
185.3
188.4
1194.5
1256.6
1385.4
1452.1
1520.5
1734.9
1885.7
1963.4
2042.8
2123.7
2206.1
2290.2
2375.8
2463.0
2551.7
2642.0
2733.9
2827.4
270.0
280.0
310.0
320.0
330.0
340.0
252.1
267.2
282.7
45
46
_
909.1
615.7
660.5
855.2
907.9
350.0
360.0
370.0
298.6
315.0
331.8
349.0
380.0
390.0
400.0
410.0
420.0
430.0
440.0
450.0
460.0
470.0
480.0
490.0
366.7
384.8
403.3
422.3
.
481.9
523.8
545.4
567.4
500.0
510.0
520.0
589.9
612.8
636.1
530.0
540.0
550.0
659.9
684.1
560.0
708.8
733.9
570.0
785.3
600.0
580.0
759.4
590.0
11
98.1
130.6
169.6
215.6
269.3
331.3
402.1
482.3
210.0
220.0
240.0
250.0
260.0
223.4
237.5
MOD
572.5
230.0
2096
IN3
SEC
180.0
190.0
200.0
572.5
1320.2
4
160.0
170.0
87.2
96.2
128.
131.9
135.0
138.2
39
40
150.0_____
63.0
70.6
78.7
42
43
44
38
130.0
140.0
42.7
49.0
55.8
1017.8
1075.2
1134.1
37
100.0
110.0
120.0
26.3
31.4
36.8
113.0
116.2
119.3
122.5
125.6
36
DECK
84.8
87.9
415.4
sections
LB/FT
78.5_
9703
31
DL
136.3
147.4
159.0
91.1
94.2
30
346.3
380.1
LOG
LB/FT
490.8
530.9
81.6
26
27
28
283.5
314.1
DL
452.3
75.3
25
176.7
201.0
226.9
254.4
Properties of circular
105.5
115.4
125.6
69.1
72.2
23
24
1.
673.3
785.3
1045.3
1194.4
1357.1
1533.9
1725.5
1932.3
2155.1
2394.3
2650.7
2924.7
3216.9
3528.1
3858.6
4209.2
4580.4
4972.8
5387.0
5823.6
6283.1
6766.2
7273.5
7805.5
8362.9
8946.1
9
55.9
10192.7
10857.3
11550.1
12271.8
13022.9
13804.1
14615.9
15458.9
16333.8
17241.0
18181.2
19155.0
20163.0
21205.7
MOM
IN4
INERT
490.8
718.6
1017.8
1401.9
1885.7
2485.0
3216.9
4099.8
5152.9
6397.1
78530
9546.5
11499.0
13736.6
16286.0
19174.7
22431.7
26087.0
30171.8
34718.5
39760.7
45333.1
51471.8
58213.7
65597.1
73661.6
82447.8
91997.5
102353.7
113560.6
125663.6
138709.1
152744.8
167819.8
183984.0
201288.7
219 86.4
239530.5
260576.0
282978.7
306795.8
332085.7
358907.8
387322.7
417392.4
449179.8
482749.2
518166.0
555496.7
594809.0
6361719
Width
Bridge
Minimum
be used
should
brow logs shall be 14 feet. Bridge widths between 14 and 24 feet
accommodate a curve widening see FSM 7718.22 or for other
width between
justifiable
to
only
reasons.
Rock Depth
The
depth of rock
average
bridges.
The
average
rock
fill
be kept
should
to
a
minimum
be used unless there
should
formula
following
especially on the longer
good reason
is
to increase
span
the
depth.
Spans
less
than
20
feet
Spans
less
than
35
feet
Spans
more than 35
-
12 inches.
6 to
-
feet
12 inches.
6 inches.
Lashing
should
Stringers
Turnbuckles
should
be
Minimum
if possible.
20
than
Spans
less
Spans
20
Spans
greater than
feet
with
together
3/4 inch
a
be used and driving penetrating
should
be avoided
lashed
minimum
nails spikes
fasteners
wire
staples
rope.
etc.
lashing shall be as follows
- at abutments only.
- at abutments and midspan.
feet
- at abutments and stabilizer
feet
diameter
to 35 feet
35
log at midspan.
PROCEDURE
The
log stringer
section
for various
vehicles.
in
bending stresses dead-load
allowable
properties
moments have been tabulated
Tables
Approximate
through
1
stringer
5.
diameters
Table
6 gives
required
momentsand
live-load
are given
in
resisting
bending moments
Table
7.
Design
The
basic design approach
is
as
follows
Step
1.
Determine allowable
Step
2.
Find approximate
Step
3.
Enter
Table
3
stringer
with
Determine dead-load
Step
4.
Enter
Table
4
stress
diameter
span
length
2.
required
and
from Table
approximate
bending moment due to dead-load
with
Determine dead-load
from Table
span
length
and
bending moment
12
approximate
due to dead-load
7.
stringer
of
diameter.
stringer.
stringer
of rock
diameter.
fill.
If
12
inches
of
fill
not used
are
take
the
ratio
of actual
depth
be used
to
to 12
inches.
Step
S.
Enter
Step
6.
Multiply
7.
Add
Step
8.
with
5
Example
Given
II
9.
Compare
Step 8.
5 by the
distribution
live-load
to
and
diameter
stringer
and
stringer
rock
deck
to
bending moment.
to determine total
bending
allowable
stress.
bending moment.
Determine allowable
Step
due
moment
bending
live-load
Table
moments
bending
dead-load
Enter
bending moment.
live-load
live-load under design criteria.
See
distributed
length and determine
bending moment Step
the live-load
factor.
Step
6 with span
Table
total
bending
Adjust
stringer
moment
size
if
7
Step
to
necessary and repeat
moment
bending
allowable
Steps
3
through
8.
1.
Span
length
U80
loading
45
feet
of bridge with occasional
for lifetime
with 6 inches of rock
Sitka spruce stringers
Step
1.
Allowable bending
Step
2.
Approximate
Step
3.
Dead-load bending
4.
diameter
stringer
moment
1600
2
required
psi.
7
Table
for 32 inch
32 inches.
diameter
bending moment for 6 -inch rock deck
Dead-load
40.5
from Table
loading.
56.5
stringer
ft.
81.0
Table
4
6
moment Table
S.
Live-load bending
Step
6.
Distributed
Step
7.
Total
Step
8.
Allowable bending moment Table
live-load
moment
Therefore
1028
308.4
405.4
40.5
stringers
5
are O.K.
428
Use 6
kips.
ft.
bending moment
56.5
32-inch
1028
X 0.3
ft.
ft.
308.4
ft.
kips.
kips.
kips.
stringers.
Check for L90 Loading
1.
kips
X 6/12
kips.
Step
Step
ft.
3.
Table
Step
stress
L90
fill.
Allowable
bending
stress
2100
13
psi
Table
2
for one-time
loading.
32-inch
from above.
Step
2.
4
3
Step
S.
Live-load bending
Step
6.
Distributed
Steps
Step
7.
Step
8.
stringer
Dead-load moments same
6
moment Table
56.5
40.5
32-inch
5
ft.
kips.
1688 X
378
281
Allowable bending moment Table
Therefore
1688
bending moment
live-load
moment
Total
above.
as
1
281
/6
ft.
kips.
kips.
ft.
562
ft.
kips.
are O.K.
stringers
Analysis of Existing Structures
Analysis for loading
Step
1.
Determine
2.
Enter
3.
Enter
Enter
and inspection
and average
span length
report
for
stringer
diameter.
Determine
diameter.
Determine
to stringer.
and average
stringer
bending moment due to 12 inches of rock
depth of
4.
2
ratings.
4 with span length
Table
Table
stress
bending moment due
dead-load
Step
3 with
follows
as
bending
allowable
Table
dead-load
Step
be done
and operating
inventory
Step
should
capacity
fill
and
ratio
to actual
fill.
Table
5
with average
diameter. Determine allowable
stringer
bending
moment.
Step
S.
Subtract
moment
Step
6.
Divide
7.
available
Divide
total
for
Example
total
available
available
live-load
stringer
and rock
available
live-load
Table
6
that configuration
moment
by the
distribution
and multiply by the gross weight
live-load
capacity
length
Average
of vehicle.
and inventory
55
stringer
rating
for
feet
diameter
Average depth rock deck
Spruce
from
bending
31
inches.
15 inches.
stringers.
14
factor
to
the following
live-load
of the rating
of the structure
2.
Bridge
fill
bending moment.
bending moment by the tabulated
live-load
tons to determine the
in
Determine the operating
Given
to
determine
to
bending
live-load
bending moment
vehicle
due
per stringer.
determine the
Step
moment
bending
allowable
moment
bending
dead-load
bridge.
in
tons
Step
Allowable
1.
a
b
stress
2100
psi.
Inventory
stress
1600
psi.
Step
2.
Dead-load
Step
3.
Dead-load
146.5
Step
Step
a
4.
b
a
5.
b
Step
a
6.
b
Step
a
7.
b
Table 2.
stress
Operating
bending moment due to
bending moment
ft.
Table
stringer
due to rock
Operating
allowable
Inventory
allowable
Available
operating
146.5
285.3
Available
146.5
Total
951
live-load
ft.
available
Total
available
544.3
ft.
Operating
overload3
on
for
511
ft.
kips.
389
ft.
kips.
-
per
stringer
511
moment
per
stringer
389 - 79.2
79.2
live-load
live-load
bending moment
285.3 _ 0.3
inventory
live-load
bending moment
163.3
Type 3S2
3.
Type 3-3 vehicle
Inventory
-
0.3
rating for
2.
3
vehicle
vehicle
951/497 X
951/536 X
951/449 X
23
544.3/497
544.3/536
X 23
X 36
25 tons.
544.3/449
X 37
45 tons.
44 tons.
36
64 tons.
37
78 tons.
rating for
1.
Type
2.
Type 3S2 vehicle
3.
Type
3
vehicle
3 -3 vehicle
Allowable bending
2.
years
permit basis
37 tons.
stress
STRESS
HEMLOCKI
SPRUCE1
PSI
DOUGLAS
FIR2
W.
LARCH2
1600
1800
2000
2000
1800
2000
2300
2300
2100
2400
2600
2600
on clearwood
strength
values
established
2Based
on clearwood
strength
values
set forth
accordance with
psi
1600 psi
operating
Type
1Based
in
15/12
moment
rating
3Derived
X
kips.
1.
rating
Operating
117.2
kips.
years
One-time
kips.
kips.
ft.
SITKA
1-2
ft.
kips.
ft.
inventory
163.3
5
ALLOWABLE
8-10
4
5 for 2100
moment Table
moment Table
USE
Inventory
Table
fill
79.2
kips.
Table
Lifetime of bridge
3
by FPL and
in
ASTM D2899-70T
ASTM
-
set forth
D2555-73.
7/29/74
15
-
R10.
in
FPL-1.
Table
3.
Dead-load bending moments
SPAN
DIA
10
11
12
13
14
15
16
10
15
20
25
30
35
40
45
50
0.2
0.3
0.6
0.7
1.7
2.4
3.3
2.8
3.3
3.8
4.3
4.0
4.8
5.6
6.8
8.2
1.8
2.1
2.4
2.9
3.5
4.1
5.5
6.6
0.8
1.0
1.2
1.3
2.0
2.4
4.3
5.2
0.3
0.4
0.5
1.0
1.3
1.5
4.8
5.5
7.9
9.3
10.8
9.8
11.5
13.3
6.2
7.0
6.5
7.5
8.5
9.6
6.2
7.3
8.5
9.8
11.1
12.6
12.4
14.1
15.9
15.3
17.4
19.7
7.9
8.8
9.8
10.8
12.0
13.3
14.1
15.7
17.4
17.8
19.9
22.0
22.0
24.6
27.2
26.7
29.7
10.3
11.8
14.7
19.2
21.1
23.0
24.3
26.7
29.2
30.0
32.9
36.0
36.3
39.9
43.6
25.1
27.2
29.4
31.8
34.5
37.3
39.2
47.5
51.5
55.7
0.6
C.6
17
0.7
18
0.8
19
0.9
1.0
20
21
1.5
1.7
1.9
2.2
2.4
2.7
2.7
3.1
3.5
3.9
4.3
4.9
5.5
6.1
6.8
4.8
7.5
5.2
5.7
6.2
6.8
7.3
8.2
9.0
9.8
10.6
11.5
7.9
8.5
12.4
13.3
25
1.2
1.3
1.4
1.5
1.7
26
27
28
1.8
1.9
2.1
4.1
4.4
4.8
29
30
32
2.2
2.4
2.6
2.7
5.1
5.5
5.8
6.2
9.1
9.8
10.4
11.1
14.3
15.3
16.3
17.4
33
2.9
34
3.1
3.3
3.5
3.7
6.6
7.0
11.8
12.6
7.5
7.9
13.3
14.1
18.5
19.7
20.8
26.7
28.3
30.0
36.3
38.6
40.9
8.4
8.8
9.3
14.9
15.7
16.5
22.0
23.3
31.8
33.6
43.2
45.7
56.5
59.7
17.4
19.3
35.4
37.3
39.2
41.2
48.2
9.8
10.3
24.6
25.9
27.2
63.0
60.3
69.8
73.3
10.8
11.3
11.8
19.2
20.1
21.1
12.4
22.0
23.0
22
23
24
31
35
36
37
38
3.9
39
4.1
4.3
4.5
40
4
42
43
44
45
46
47
48
49
50
5
52
53
54
55
56
57
58
59
60
4.8
5.0
5.2
5.5
5.7
2.9
3.2
3.5
3.8
28.6
30.0
24.3
26.1
28.0
31.8
34.2
36.6
40.2
43.2
49.7
53.4
57.3
22.0
23.5
25.1
30.0
32.1
34.2
39.2
41.9
44.6
47.5
49.7
53.0
56.5
60.1
61.3
65.5
69.8
74.2
50.4
53.4
63.8
67.6
78.8
83.5
95.3
101.0
71.5
75.6
79.7
88.3
93.3
106.9
112.9
119.1
47.5
49.7
51.9
54.2
39.2
56.5
58.9
61.3
12.9
13.5
14.1
14.7
6.8
7.0
7.3
7.6
15.3
15.9
16.5
17.2
7.9
8.2
8.5
17.8
18.5
19.2
31.8
32.9
34.2
49.7
51.5
63.8
66.3
68.9
71.5
74.2
3.8
9.1
19.9
20.6
55.3
76.9
79.7
9.4
9.8
21.3
22.0
35.4
36.6
37.9
28.3
29.4
30.6
39.2
47.8
53.4
57.3
59.3
61.3
82.5
85.4
50.88
53.4
55.1
58.9
61.7
46.4
83.9
88.3
92.8
42.6
46.0
98.4
103.6
109.0
60.1
64.6
69.3
74.2
79.2
84.4
89.8
125.4
131.9
76.9
80.6
97.4
102.1
114.6
120.2
126.0
138.6
145.5
152.5
64.6
67.6
84.4
88.3
106.9
111.8
131.9
138.0
159.7
167.0
70.6
73.7
92.3
96.3
116.8
121.9
144.2
150.6
76.9
80.2
83.5
86.8
100.5
104.7
109.0
113.4
127.2
132.5
138.0
143.6
157.0
163.6
170.4
177.3
174.5
182.2
190.0
198.0
90.3
93.8
97.4
117.9
122.5
127.2
149.3
155.1
184.3
191.5
198.8
101.0
104.7
131.9
136.8
108.5
141.7
161.0
167.0
173.1
179.4
112.3
116.2
146.7
151.8
157.0
185.7
192.2
198.8
88@391202
16
32.9
17.8
19.2
20.6
34.5
36.0
37.5
40.9
42.6
44.3
46.0
21.1
23.8
12.9
14.1
15.3
16.5
6.0
6.2
6.5
24.0
25.1
26.1
27.2
8.2
969
1108
13.9
16.1
18.5
16.1
17.6
19.2
20.8
22.5
43.2
45.3
31.5
32.9
55
206.2
213.8
221.5
229.3
237.3
245.4
206.2
214.5
223.0
231.7
240.5
249.5
258.7
268.0
277.5
287.1
296.9
due
to
LENGTH
60
log stringers
in
foot kips
FT
65
70
75
80
9.8
11.5
11.8
14.1
13.9
13.3
16.1
15.3
18.5
16.5
19.4
22.5
25.9
19.2
22.5
25.9
26.1
30.0
30.0
29.4
33.2
37.3
34.2
38.6
16.5
19.2
22.0
25.1
28.3
31.8
35.4
39.2
85
90
95
100
17.4
19.7
23.8
28.3
22.0
26.7
24.6
21.1
25.1
27.2
32.9
34.5
29.4
34.2
39.2
33.2
38.6
44.3
31.8
37.3
43.2
49.7
39.2
44..6
50.4
56.5
63.0
69.8
50.4
56.9
63.8
71.1
78.8
56.5
63.8
71.5
79.7
88.3
63.0
71.1
79.7
88.8
98.4
22.0
44.3
49.7
29.7
35.4
41.5
48.2
55.3
41.5
46.0
43.2
48.2
53.4
55.3
50.8
55.7
60.9
58.9
64.6
70.6
74.2
76.9
84.4
86.8
95.3
97.4
106.9
108.5
119.1
66.3
72.0
76.9
83.5
90.3
81.1
88.3
95.8
103.6
92.3
100.5
109.0
117.9
104.2
113.4
123.1
133.1
116.8
127.2
138.0
130.1
141.7
97.4
104.7
112.3
111.8
120.2
129.0
127.2
136.8
146.7
143.6
154.4
165.7
161.0
173.1
185.7
138.0
14
157.0
198.8
212.2
167.0
157.0
167.7
178.7
190.0
177.3
189.3
201.7
125.4
120.2
128.4
136.8
145.5
214.5
226.1
240.5
133.1
141.1
149.3
154.4
163.6
173.1
177.3
187.9
201.7
213.8
227.7
255.3
284.5
120.2
127.2
270.5
301.4
198.8
157.7
166.3
182.9
149.3
157.0
165.0
173.1
175.2
184.3
193.6
203.2
181.5
190.0
213.0
223.0
235.7
247.0
258.7
233.3
243.8
254.5
270.5
282.7
295.1
265.4
307.8
320.8
334.0
347.5
210.0
221.5
233.3
245.4
257.8
270.5
283.6
296.9
310.6
324.5
338.8
353.4
368.3
383.4
398.9
414.7
430.8
447.3
464.0
481.0
498.3
516.0
533.9
552.2
226.1
134.4
141.7
43.2
47.5
51.9
56.5
61.3
66.3
71.5
76.9
82.5
88.3
94.3
100.5
106.9
113.4
198.8
2070
216.8
226.1
235.7
245.4
255.3
265.4
275.7
286.2
296.9
307.8
318.9
330.2
341.7
353.4
E77
77.8
83.9
90.3
96.8
103.6
1107
117.9
276.6
288.0
299.6
311.5
323.6
335.9
348.5
361.3
374.3
192.9
203.2
213.8
224.6
361.3
375.3
389.6
404.2
419.0
434.1
449.5
61.3
67.6
.
238.9
252.0
265.4
279.
293.3
307.8
322.7
337.8
353.4
369.3
385.5
402.1
419.0
436.3
453.9
471.9
490.2
241.3
255.3
269.7
284.5
299.6
315a2
331.2
347.5
364.3
381.4
398.9
416.9
435.2
453.9
473.0
492.5
512.4
532.7
553.4
508.9
574.5
527.9
547.3
596.0
617.8
567.0
587.1
640.1
662.8
685.8
709.3
149.3
286.2
302.4
318.9
335.9
3
371.3
389.6
408.4
427.6
447.3
467.4
487.9
508.9
530.3
552-.2
574.5
597.2
620.4
644.1
668.2
692
717.6
465.1
481.0
607.5
628.3
46.0
53.4
61.3
69.8
78.8
88.3
98.4
109.0
120.2
131.9
144.2
157.0
153.8
166.3
170.4
179.4
192.9
206.9
221.5
236.5
252.0
268.0
198.8
213.8
184.3
318.9
229.3
245.4
262.0
279.2
296.9
315.2
334.0
353.4
336.9
373.3
355.3
374.3
393.7
414.7
436o3
458.4
481.0
7
413.7
434.1
455.0
476.4
498.3
520.7
543.6
567.0
590.9
615.2
640.1
665.5
691.3
717.6
744.5
7718
743.0
768.9
799.6
827.9
856.7
795.2
886.0
--17
387.5
401.0
414.7
39.2
504.2
527.9
552.2
577.0
602.4
628.3
654.7
681.7
709.3
737.4
766.0
795.2
824.9
8552
886.0
917.3
949.2
981.7
Table
4.
Bending moments due
SPAN
DIA
10
10
15
20
25
1.2
2.8
3.0
3.3
5.0
5.5
6.0
6.5
7.0
7.8
8.5
9.3
10.1
10.9
12.3
13.5
14.6
15.7
7.5
11.7
16.8
8.5
13.2
14
1.3
1.5
1.6
1.7
15
1.8
11
12
13
16
17
18
19
2U
21
22
23
24
25
26
27
28
29
30
20
2.1
2.2
2.3
2.5
3.6
3.9
4.2
4.5
4.7
2.8
3.0
6.4
6.7
7.0
12.0
12.5
13.0
18.7
19.5
20.3
13.5
14.0
14.5
21.0
21.8
22.6
27.0
28.1
29.2
30.3
32.1
33.6
35.2
36.7
15.0
15.5
23.4
31.5
32.6
33.7
24.2
25.0
34.8
36.0
25.7
37.1
38.2
39.3
40.5
3.1
3.2
3.3
3.5
7.3
7.5
7.8
39
40
41
4.7
4.8
5.0
5.1
42
43
44
5.2
5.3
5.5
45
5.6
5.7
5.8
54
55
56
57
180
30.6
38
53
19.1
20.2
21.3
22.9
2495
26.0
27.5
29.0
23.6
24.7
25.8
4.5
4.6
52
24.0
26.0
28.0
30.0
2eU
22.5
36
37
51
18.3
19.9
21.4
16.4
17.1
17.9
35
50
20.0
22.0
10.5
11.0
11.5
9.5
9.8
10.1
48
49
15.3
16.8
5.9
6.1
4.2
4.3
46
47
11.2
2.6
2.7
9.0
9.2
34
40
14.0
14.8
15.6
4.0
4.1
33
125
35
9.0
9.5
10.0
8.1
8.4
8.7
32
80
30
5.0
5.3
5.6
3.6
3.7
3.8
31
to
6.0
6.1
6.2
6.3
6.5
6.6
6.7
6.8
7.0
58
7.1
7.2
59
6U
7.3
7.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
10.4
10.6
10.9
11.2
11.5
11.8
12.0
12.3
12.6
12.9
13.2
30.4
31.2
32.0
21.0
21.5
22.0
22.5
32.8
33.5
34.3
35.1
35.9
36.7
24.5
25.0
25.5
26.0
14.6
14.9
15.1
26.5
27.0
27.5
28.0
15.4
15.7
16.0
16.3
16.5
16.8
28.1
28.9
29.6
19.5
20.0
20.5
23.0
23.5
24.0
13.5
13.7
14.0
14.3
26.5
27.3
41.6
42.7
43.8
45.0
46.1
47.2
48.3
49.5
50.6
51.7
52.8
38.2
39.8
41.3
42.8
44.4
45.9
47.4
49.0
50.5
52.0
53.5
55.1
56.6
58.1
59.7
61.2
62.7
64.3
65.8
67.3
68.9
70.4
71.9
73.5
37.5
38.2
39.0
54.0
55.1
56.2
39.8
42.1
57.3
58.5
59.6
60.7
43.7
61.8
63.0
82.6
84.2
85.7
40.6
41.4
42.9
75.0
76.5
78.0
79.6
81.1
28.5
29.0
44.5
45.3
29.5
30.0
46.0
64.1
65.2
66.3
87.2
88.8
90.3
46.8
67.5
91.8
.
18
45
50
55
25.3
31.2
37.8
27.8
30.3
32.9
35.4
34.3
37.5
40.6
41.5
45.3
49.1
52.9
37.9
4Ue5
43.0
46.8
56.7
6Qe5
64.2
45.5
48.0
50.6
56.2
59.3
62.5
68.0
71.8
42.0
44.0
46.0
53.1
55.6
58.2
65.6
68.7
71.8
79.4
83.1
86.9
48.0
50.0
60.7
63.2
65.8
75.0
78.1
81.2
90.7
94.5
98.3
68.3
70.8
84.3
87.5
75.9
78.4
90.6
93.7
96.8
102.0
105.8
109.6
64.0
66.0
68.0
81.0
83.5
86.0
100.0
103.1
106.2
70.0
72.0
74.0
76.0
88.5
91.1
93.6
34.0
36.0
38.0
40.0
52.0
54.0
56.0
58.0
60.0
62.0
73.4
43.7
500
53.1
75.6
113.4
117.2
121.0
124.7
128.5
132.3
96.1
109.3
112.5
115.6
118.7
78.0
80.0
82.0
101.2
103.7
121.8
125.0
128.1
147.4
151.2
155.0
84.0
86.0
88.0
90.0
106.3
108.9
111.3
113.9
131.2
134.3
137.5
92.0
94.0
96.0
116.4
118.9
121.5
158.8
162.5
166.3
170.1
173.9
177.7
98.0
100.0
102.0
124.0
126.5
129.0
153.1
156.2
159.3
104.0
106.0
108.0
131.6
134.1
136.6
139.2
162.5
165.6
168.7
171.8
141.7
175.0
178.1
181.2
211.7
184.3
223.0
110.0
112.0
114.0
116.0
118.0
120.0
98.7
144.2
146.8
149.3
151.8
140.6
143.7
146.8
150.0
187.5
136.1
139.9
143.6
181.5
185.2
189.0
192.8
196.6
200.4
204.1
207.9
215.5
219.3
226.8
12 inches of rock
fill
in
foot-kips
LENGTH
FT
60
65
70
75
80
85
45.0
49.5
52.8
58.0
61.2
70.3
77.3
90.3
54.0
58.5
63.0
63.3
68.6
73.9
79.2
80.0
88.0
96.0
67.5
72.0
76.5
81.0
67.3
73.5
79.6
85.7
91.8
98.
104.1
84.3
91.4
98.4
105.4
104.0
112.0
112.5
119.5
120.0
128.0
136.0
105.6
110.1
116.3
122.5
126.5
133.5
140.6
144.0
152.0
160.0
99.0
103.5
110.9
116.1
121.4
128.6
134.7
140.8
147.6
154.6
161.7
168.0
176.0
184.0
108.0
112.5
117.0
126.7
132.0
137.3
147.0
153.1
168.7
192.0
142.5
147.8
159.2
165.3
182.8
121.5
126.0
130.5
135.0
139.5
153.1
156.4
163.7
171.5
177.6
183.7
189.8
144.0
148.5
169.0
174.2
179.5
196.0
202.1
208.2
184.8
190.1
195.4
214.3
220.5
226.6
200.6
205.9
211.2
232.7
238.8
216.5
221.8
227.0
232.3
251.1
257.2
263.3
269.5
211.5
237.6
242.9
248.2
275.6
281.7
287.8
216.0
220.5
225.0
253.5
258.7
264.0
294.0
300.1
306.2
229.5
234.0
238.5
243.0
269.3
274.6
279.9
312.3
318.5
324.6
247.5
252.0
285.1
290.4
295.7
330.7
336.8
343.0
256.5
261.0
265.5
301.0
306.3
311.5
270.0
316.8
349.1
355.2
361.3
367.5
85.5
90.0
94.5
153.0
157.5
162.0
166.5
171.0
175.5
180.0
184.E
189.0
193.5
198.0
84.5
89.7
95.0
100.3
175.7
189.8
196.8
203.9
210.9
217.9
225.0
232.0
239.0
246.0
253.1
200.0
208.0
216.0
224.0
232.0
240.0
248.0
256.0
264.0
272.0
280.0
288.0
260.1
296.0
267.1
274.2
245.0 281.2
304.0
312.0
320.0
288.2
295.3
302.3
328.0
336.0
99.3
108.3
117.4
126.4
135.4
144.5
153.5
161.5
171.5
90
95
101.2
111.3
112.8
124.0
125.0
137.5
121.5
131.6
141.7
135.3
146.6
157.9
150.0
162.5
175.0
151.8
162.0
172.1
182.2
169.2
180.5
191.7
192.3
428.6
439.9
462.5
500.0
512.5
203.0
214.3
202.5
212.6
198.6
207.7
222.7
236.9
248.1
232.8
259.4
216.7
225.7
234.8
243.8
243.0
270.7
282.0
252.8
261.9
283.5
316.0
325.1
334.1
343.1
352.2
361.2
370.2
379.3
388.3
397.3
253.1
263.2
273.3
293.6
303.7
313.8
324.0
334.1
344.2
354.3
364.5
374.6
384.7
394.8
405.0
415.
425.2
435.3
445.5
187.5
200.0
212.5
225.0
237.5
250.0
262.5
275.0
287.5
300.0
312.5
325.0
337.5
350.0
362.5
375.0
387.5
400.0
412.5
425.0
437.5
450.0
462.5
475.0
487.5
180.6
189.6
270.9
279.9
289.0
298.0
307.0
100
225.6
293.3
304.5
315.8
327.1
338.4
349.7
361.0
372.2
383.5
394.8
406.1
417.4
451.2
473.8
485.0
496.3
507.6
518.9
530.2
525.0
537.5
541.5
552.7
600.0
612.5
564.0
575.3
625.0
637.5
586.6
597.9
609.1
650.0
562o5-20790
202.5
309.3
316.4
323.4
330.4
337.5
344.5
351.5
358.5
365.6
372.6
379.6
386.7
393.7
400.7
407.8
414.8
421.8
344.0
352.0
360.0
368.0
376.0
384.0
392.0
400.0
408.0
416.0
424.0
432.0
440.0
448.0
456.0
464.0
472.0
480.0
406.4
415.4
424.4
433.5
442.5
451.5
460.5
469.6
478.6
487.6
496.7
505.7
514.7
523.8
532.8
541.8
455.6
465.7
475.8
486.0
496.1
506.2
516.3
526.5
536.6
546.7
550.0
575.0
587.5
662.5
675.0
687.5
700.0
556.8
567.0
577.1
587.2
620.4
631.7
643.0
654.3
712.5
597.3
607.5
665.5
676.8
737.5
19
725.0
750.0
1
Table
5.
Allowable bending moments
ALLOWABLE
DIA
1000
1100
1200
1300
1400
1500
10
8.
8.
9.
10.
11.
12.
11
100
11.
130
14.
12
14.
15.
16.
13
17.
19.
14
22.
15
24.
30.
36.
18
27.
33.
40.
47.
21.
26.
33.
40.
18.
230
29.
150
190
160
19
56.
20
21
16
48.
57.
67.
650
44.
52.
61.
71.
75.
83.
22
87.
23
99.
95.
109.
90.
104.
119.
17
24
25
26
27
28
29
30
32
33
34
35
36
37
38
39
4U
4
42
43
44
113.
127.
143.
161.
179.
199.
220.
243.
268.
294.
321.
350.
666.
904.
962.
1022.
53
54
55
56
57
58
59
60
385
606.
650.
48
52
294.
323.
353.
485.
523.
563.
47
51
8.
533.
575.
620.
849.
50
2
381.
414.
448.
46
49
197.
219.
242.
419.
455.
493.
696.
745.
796.
45
124.
140.
158.
177.
1085.
1150.
1217.
1288.
1361.
1436.
1515.
1596.
1680.
1767.
715.
766.
820.
78.
135.
153.
172.
193.
215.
239.
265.
-T9-T--
321.
62.
72.
850
98.
113.
129.
147.
166.
186.
209.
233
259.
287.
316.
348.
560
66.
78.
910
106.
121.
139.
158.
178.
201.
225.
251.
279.
3090
341.
375.
411.
450.
352.
385.
420.
458.
497.
382.
418.
456.
496.
534.
580.
538.
582.
628.
583.
628.
679.
733.
6
6.
727.
780.
836.
875.
894.
955.
934.
995.
1058.
1019.
1085.
1155.
1124.
1133.
1265.
1339.
1227.
1302.
1380.
1417.
1497.
1580.
350
43.
52.
25.
31.
386
460
1461.
1545.
1633.
1666.
1724.
1818.
1755.
1848.
1943.
1915.
2016.
2120.
538
33.
50.
44.
53.
41
60.
71.
84.
98.
113.
130.
149.
169.
191.
215.
331.
365.
402.
441.
432.
470.
514.
561.
572.
610.
663.
4910526.
621.
673.
1043.
1114.
1118.
1194.
1189.
1266.
1274.
1357.
1251.
1329.
1347.
1431.
14 000
1495.
1583.
1519.
1610.
1705.
1674.
1769.
1867.
1803.
1905.
2011.
1969.
2075.
2184.
2121.
2297.
20
2234.
2352.
24740
159.
180.
204.
353.
389.
428.
909.
975.
1045.
1035.
1104.
1176.
104.
121.
139.
230.
257.
2870
319.
848.
910.
975.
905.
969.
64.
76.
39.
241.
269.
299.
789.
787.
845.
130
17.
22.
28.
35.
21.
26.
727.
785.
845.
630.
680.
733.
1600
718.
776.
837.
902.
969.
1040.
1115.
1192.
1274.
1359.
1700
1800
13.
14.
18.
24.
25.
30.
38.
46.
56.
68.
81.
95.
111.
128.
148.
169.
192.
217.
244.
273.
305.
339.
375.
414.
455.
499.
546.
596.
648.
704.
763.
825.
890.
958.
1030.
1105.
1184.
1267.
1353.
1443.
1538.
1443.
1533.
1627.
1447.
1540.
1636.
1736.
1725.
1826.
1932.
1840.
1948.
2061.
1955.
2070.
2190.
2041.
2155.
2272.
2177.
2313.
2442.
2575.
2713.
2298
2394.
2520.
2424.
2554.
2688.
2650.
28270
STRESS
1636.
1738.
1844.
2856.
3004.
19.
320
40.
49.
40.
72.
85.
101.
117.
136.
156.
1790
203.
230.
258.
2890
323.
359.
397.
438.
482.
529.
578.
631.
687.
745.
808.
873.
942.
1014.
1091.
1170.
1254.
1341.
1433.
1528.
1628.
1732.
1840.
1953.
2070.
2192.
2318.
2450.
2586.
2727.
2873.
3024.
3180.
for log stringers
LEVEL
1900
in
foot-kips
PSI
2000
2100
2200
2300
2400
15.
16.
17.
17.
18.
20.
26.
34.
21.
28.
22.
23.
25.
19.
26.
29.
37.
47.
31.
39.
49.
32.
33.
41.
43.
530
57.
70.
84.
60.
73.
42.
52
63.
76.
90.
35.
44.
ý5.
67.
80.
106.
124.
143.
95.
112.
130.
151.
165.
189.
174.
199.
214.
226.
255.
287.
242
273.
305.
341
379.
419
463.
509.
558
610.
666.
725.
787.
8524
922.
994.
1071.
1151.
1235.
1324.
1416.
1513.
1613.
1719.
1828.
1943.
2061.
2185.
2314.
2447.
322.
359.
399.
441.
487.
536.
588.
643.
701.
753.
828.
897.
970.
1047.
1127.
1212.
1300.
1393.
1491.
1592.
1698.
1809.
1925.
2045.
2170.
2300.
2435
100.
117.
137.
88.
104.
123.
143.
159.
182.
166.
191.
209.
237.
218.
248.
268.
301.
338.
377.
281.
3160
419.
463.
511.
562.
354.
393.
438.
485.
536.
2500
20
27.
35.
44.
56.
69.
83.
100.
119.
71.
87.
104.
124.
150.
174.
134.
157.
181.
145.
170.
200.
228.
209.
238.
140.
163.
189.
217.
260.
294.
330.
271.
306.
345.
63.
77.
92.
109.
129.
248.
319.
359.
294.
332.
3739
282
402.
448.
498.
552.
609.
670.
418.
466.
518.
574.
735.
603.
876.
764.
771.
841.
953.
916.
994.
954.
1036.
992.
1077.
1032.
1115.
1077.
1164.
1122.
1167.
1256.
1353.
1454.
1561.
1672.
1213.
1309.
1409.
1515.
1626.
1742.
1261.
1361.
1466.
1575.
1691.
1i11.
1938.
2070.
3700.
413.
458.
508.
560.
616.
386.
431.
478.
530.
514.
643.
705.
771.
801.
870.
942.
839.
911.
987.
1019.
1099.
1184.
1067.
1151.
1240.
1272.
1365.
1463.
1333.
1431.
1533.
1204.
1296.
1394.
1496.
1602.
1565.
1672.
1783.
1640.
1751.
1868.
1714.
1831.
1953.
1789.
1911.
2038.
1863.
1990.
2123.
1900.
2021.
2147.
2279.
1990.
2117.
2249.
2080.
2213.
2352.
2171.
2261.
2406.
2556.
2387.
2530.
2679.
2496.
2645.
2801.
2962.
2604.
2760.
2923.
2586.
2729
2878.
3030.
3181.
3032.
3192.
33579
3192.
3360.
35349
3352.
3528.
37119
2858.
3017.
3511.
3696.
38879
196.
226.
1580
736.
2834.
2994.
3160.
3333.
36.
66.
80.
96.
114.
51.
617.
675.
2576.
2722.
2873.
21.
28.
46.
58.
589.
646.
707.
2415.
2557.
2705.
2600
676.
739.
806.
877.
3130.
3304.
3484.
3671.
3864.
4064.
2310.
2454.
3091.
3266.
3448.
3636.
3831.
4032.
4241.
21
2713.
2875.
3044.
3220.
X97.
836
912.
2208.
2352.
2502.
2658.
2821.
2990.
3166.
3402.
3591.
3787.
3349.
3539.
3735.
3939.
3990.
4200.
4417.
4150.
4368.
4594.
Table
Maximum
6.
bending moments
live-load
in
foot-kips
TYPE
VEHICLE
SPAN
LENGTH
AASHTO
LOADS
See
figure
2
ft
Type 3S2
3
Type
Type
HS20
3-3
DESIGN
R-10
U54
U80
LOADS
See
figure
3
U102
L70
L90
10
51
51
45
80
72
111
168
117
150
15
90
90
79
120
130
201
304
263
338
20
130
130
113
160
189
292
441
438
563
25
169
174
148
207
248
383
580
613
788
1013
30
212
224
183
282
324
500
719
788
35
268
274
232
361
430
662
858
963
1238
40
326
324
284
450
545
841
998
1138
1463
45
383
374
336
539
670
1028
1137
1313
1688
50
440
448
388
628
804
1225
1277
1488
1913
55
497
536
449
717
939
1423
60
555
624
534
807
65
612
713
620
70
669
801
706
75
727
890
798
1417
1663
2138
1622
1556
1820
1696
1838
2013
2363
896
1073
1207
986
1342
2019
1836
2188
2813
1075
1476
2218
1976
2363
3038
2588
80
784
979
889
1165
1611
2417
2116
2538
3263
85
842
1068
982
1255
1746
2617
2398
2713
3488
90
899
1158
1074
1344
1880
2816
2668
2888
3712
95
956
1247
1166
1434
2015
3015
2906
3063
3938
1336
1259
1524
2150
3215
3145
3238
4163
1014
100
Note
The maximum
the
q
moment
of the span
is
occurs
equidistant
at
the wheel
from
that
nearest
to
the
wheel and the
22
CL
of the span
resultant
of
all
when the
wheel
position
loads.
of the truck
is
such
that
HS
20-44
STANDARD
AASHTO
HIGHWAY
AXLE LOADS
LOAD
-
GVW
-o-8000
32000
32000
O
O
lbs.
6-0
TONS
36
lbs.
lbs.
14-o
14
to
14
30
ý1
I
Type
3
AASHTO
TYPICAL
RATING
LOAD
-
GVW
14000
16000
16000
lbs.
lbs.
lbs.
0
0
L
Type
3S2
AASHTO
TYPICAL
TONS
23
RATING
LOAD
-
GVW
8000
lbs.
L
o
151-0
OO
36
TONS
16000
16000
bs.
lbs.
l
4-o
11-0
16000
l
16000
O
4-0
221-0
10
Type
3-3
AASHTO
TYPICAL
RATING
LOAD
-
8000
GVW
37
12000
12000
14000
14ooo
14000
lbs.
lbs.
lbs.
lbs.
lbs.
OO
O
lbs.
-015.-0
151-011
Figure
2.
TONS
Standard
AASHTO
23
bridge
live-load.
O
I.
OO
161-011
141
-0
U54
OFF
HIGHWAY
TRUCK-GVW
AXLELOADS
54
TONS
-12000
24000
lbs.
fl644-0
U80
HIGHWAY
OFF
TRUCK-GVW
80
24000
24000
24000
lbs.
lbs.
lbs.
lbs.
4-6
-6
14to30
TONS
12000
37000
37000
37000
37000
lbs.
lbs.
lbs.
@@ @n
4-U102
lbs.
n
lbs.
@
n
-
4 0
61-
OFF
HIGHWAY
TRUCK-GVW
102.5
4-6
14to30
TONS
4-L70
8000
42500
lbs.
74
HIGHWAY
LOADER-GVW
56000
lbs.
lbs.
4-6
14-
LOG
56000
lbs.
909
n
OFF
42500
lbs.
40to48
TONS
70
GROSS
7000
0000
70000
lbs.
3
L90
OFF
9000
140
lbs.
O
O
6-4 3
12 -404
HIGHWAY
LOG
LOADER-GVW
TONS
90
GROSS
0 000
90000
lbs.
lbs
lbs.
O
7M-
i
b
O
-.-Figure
3.
Standard
bridge
24
design
live-load.
Table
Approximate
7.
diameters
1
sitka
spruce stringer
required for design loads
TYPE
VEHICLE
SPAN
LENGTH
ft
HS20
U54
U80
U102
10
18
18
18
18
15
18
18
19
21
20
18
19
21
23
25
19
20
22
25
30
21
22
25
27
35
23
24
27
29
40
24
26
29
31
45
27
28
32
33
50
28
30
34
34
55
30
32
36
36
60
32
34
38
38
65
34
36
40
40
70
36
38
42
42
75
37
40
44
43
80
39
42
46
45
85
41
44
49
47
90
43
46
51
50
95
45
48
53
52
aver-age
47
100
1The
diameters given
midspan
the depth
used
to calculate
spans
are
in
of rock
the
representing
feet
to
Depths
surfacing.
table
20 feet-12
to
spans of 20
inches
54
Required diameterswill vary
diameters.
with
55
50
of rock
are
inches
35 feet-9
spans over 35 feet-6
inches
inches.
Bibliography
of Log Bridges
1.
Design
2.
Distribution
of Wheel
Laboratory
March
I.
Klima British Columbia
Loads on Two Alaska
Log
Lumberman
Stringer
April 1969.
Bridges E. C. O. Erickson
Forest
Products
1965.
- 7718 - March 1974 Amendment
Trans-portation
Service
Manual
3.
Forest
4.
Manual for Maintenance
Native
Log
Stringer
of Bridges American
Inspection
second edition
Officials
5.
F.
17.
Association
of
State
Highway
and
1974.
Bridges Timothy Windle
USDA
Forest
Service
R-1
0 Juneau
Alaska September
1973 unpublished.
6.
Standard
eleventh
7.
Specifications
edition
Characteristics
for
Highway
Bridges American
Association
of
State
Highway
Officials
1973.
of Alaska
Woods FPL
1 USDA
Forest
1963.
25
Service
Forest
Products
Laboratory
January
ANALYSIS AND LOAD-RATING
OF
NATIVE LOG STRINGER BRIDGES
Frank W.
Muchmore
Region
P.E.
10
Authors Note
This
HP-65 Program was developed
Design
Guide for Native
Input data required
program
card
can
are
Stringer Bridges
found
be inserted
load-rating for inventory
Type 3-3 rating
Log
following
in
the
or operating
execution
ratings for the
vehicles.
26
procedures
outlined
load-rate this type
included
tables
following
the
to
in
the
of
in
AASHTO
Type
3
R-10
bridge.
design guide.
of the program
the
to
A
separate
output
the
Type 3S2 and
HP-65 Program Form
Title
Analysis
SWITCH
TOW
of
PRGM
Log
Existing
PRESS
PRGM
f_
CODE
SHOWN
KEY
ENTRY
LBL
A
R/S
X
STO
91
DLM
1
01
Hier
LRag
pr.Allow
nmý
2
91
33 02
RCL
Opr Allow
3
g1
33 03
DLM
Rock
10STO
R/S
33 04
84
STO
5
g1
Deck
2
Di
Rock
tbu
Deck
01
2
02
RCL
3
X
Factor
Depth deck-.
3403
DLM
X
71
for
deck
20RCL4
3404
STO
4
3304
DLM
RCL
2
34 02
Opr.
12
12
Entert
RCL
4
05
2
3402
Opr.
Entert
41
RCL5
3405
DLM
Log
Deck
Mom.
9
Entert
41
Q
RCL5
3405
Dist.
DLM
Log
Opr.Allow.
2
RCL
2
J
J
Q
1
07
X
71
8
1
34
01
Total
41
RCL4
3404
Mom.
-
DLM
Log
Deck
Avail.
5
-
3
1
R/S
41
DLM
01
84
5
40STO
91
81
2
02
3
03
71
STO
3
RCL
1
LLM
4
33 05
33 04
STO
3
33 03
RCL
2
3402
Entert
RCL3
R5
Operating
-
Rating
Allow.
Inv.
Type
3-3
R7
Mom.
LLM -
Type
3
R8
Allow.
Inv.
Inventory
3401
Inv.
M
Allow
R9
X 23
-Type
Rating
3
Mom.
LABELS
41
LLM
-Type
A
B
3S2
81
C
03
Deck
KRCL
Dist.
M.- DLM
Log
Deck
Factor
Total
Avail.
LLM
-
D
LLM -Type
Inventory
3401
Inv.
Entert
41
RCL5
3405
Opr.
Allow.
e3S2
-Type
Rating
Allow.
E
36
3S2
0
Mom.
1
2
LCM -Type
3
3-3
4
81
LLM-Type33-3
3
3-3
07
907
71
ST0
3S2
5
33 05
RTN
LLM -Type
x
03j
v.
33 04
X
LLM -Type
AIM
71
Inventory
LLM Type 3-Enter 3
2LLM-T
e3S2-Enter
3508
g
33
Type
R6
3303
-Operating
3508
STO
34 03
Mom.
LogDLM
Inv. Allow.
34 05
33
01
-
81
STO
R4
41
Entert
51
RCL
34
X
Deck
factor
Inv. Allow.
LLM -
Type 3S2
Mom.
Allow.
06
Entert
Entert
33 08
34 04
33 02
-
Rating
03
7
81
30STO
X 36
w.-
r..411
Operating
RCL
41
51
6
H
nv.
Inv
Inventory
MO1
Rating
X
7
37
-Type
8
3-3
9
24
3
Mom.
FLAGS
41
3403
1
LLM -Type
3
2
81
02
2
03
03
lt-i
2
352
R3
33 07
70Entert
DLM
-Type
7
RCL
34 04
1
3
Mom
Allow
LLM
71
STO
deck
ratio
Allow.
R
- Type
Rating
81
61
O
03
6
3
81
REGISTERS
X 23
R
34 04
Depth deck
41
1
Opr.
3
RCL
r-R
F
n
Distribution
inches -Enter
3508
Entert
34 02
w.
41
4
60STO
Log.
Depm
1
33 05
Operating
X
DLM
of
81
35 08
4
71
33 05
Mom.
3508
STO
2
COMMENTS
9al
Entert
35 08
STO
6
RCL
-nter
Mom.
Allow
Inv.
CODE
SHOWN
KEY
ENTRY
11
33
1
_.._
MEMORY
TO CLEAR
COMMENTS
23
84
STO
Page
8ritlgeS
100
TO
hlF
Figure
1.
RECORD PROGRAM
INSERT
MAGNETIC
CARD
WITH
HP-65 Program Form.
27
SWITCH
SET
AT
W%PRGM
4_
Title
Analysis
of
M HP-65 User
Existing
Frank
Programmer
Log
Analysis
of
STEP
Date
Log
Existing
Bridges
INPUT
DATA/UNITS
GO
A
A
3
Input
Dead
Load Moment
4
Input
Dead
Load
5
Input
Operating
6
Input
Inventory
7
Input
Depth
8
Input
9
Input
10
Input
11
Input
Live
Live
Live
Live
Moment Allow.
Allow.
of
-
Rock
3
Log Table
12
Rock
Table
5
Moment
Table
5
Decking
Table
Fill
Moment
in
DLM-Log
Dk.
inches
Distribution
Load
Moment -
Type
Load
Moment -
Type 3S2 Truck
Load
Moment -Type
factor
3
D.
Truck
Table
Type
-
Type 3S2 Truck
14
-Type
3-3 Truck
-
Type
3
16
-
Type 3S2 Truck
17
-Type
Operating
Rating
in
Tons
Tons
6
OUTPUT
DATA/UNITS
5
3
I
Enterl
R/S
Enterl
Depth
R/S
F.
L
Entert
EnterT
LLM-3-3
Truck
R/S
RCL
Inv.-3
RCL
Inv.-3S2
Inv.-3-3
Truck
IRCL
Opr.-3S2
2.
Opr.-3-3
HP-65
User
28
Instruction
O
L
1Cý
5
RCL
Opr.-3
3-3 Truck
Figure
LLM
LLM-3S2
II
EnterT
LLM
LLM-3
3-3 Truck
13
Rating
of
9/6/74
Entert
DLM-Rock
Inv.
Load
in
4
Opr.
-
Inventory
ýý
l
KEYS
2 4
ll
Press
15
U.
program
2
12
Zj
INSTRUCTIONS
Enter
Page
Bridges
Muchmore
GO
1
Instructions
00
00
ýo
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
Form.
use
Existing
RCL
RCL
OR
88
Log
Bridges
Program
see
Pg.
HP-65 Program Form
Title
Rating
SWITCH
TO
WPRGM
of Existing
Log
PRGM J
PRESS
CODE
SHOWN
KEY
ENTRY
LBL
Page
Bridges
Stringer
TO CLEAR
11
KEY
ENTRY
COMMENTS
CODE
SHOWN
COMMENTS
LBL
R2
13
RCL6
3406
RTN
24
LBL
23
D
14
RCL4
34 04
LBL
3405
RTN
24
RTN
24
LBL
23
B
12
LBL
/
3
R3
Inv.
Rating
-Type
3S2
-
R4
60
Inv. Rating
-Type
RS
3-3
R6
Operating
Rating
23
C
R7
13
40RCL3
3403
RTN
24
LBL
23
D
14
7
34 07
RTN
24
LBL
23
30RTN
-Type
15
RCL5
RTN
Rating
23
E
RCL8
Op.
24
10RTN
E
1
Rating
23
C
RCL
4
REGISTERS
R
Inventory
of
MEMORY
23
A
3
Inv. Rating
-Type
70
3
R8
Operating
Rating
-Type
3S2
R9
15
3408
Operating
Rating
-Type
LABELS
3-3
A
24
24
B
80
C
D
E
0
2
3
4
5
6
90
40
7
8
9
FLAGS
2
100
50
TO
Figure
3.
RECORD PROGRAM
INSERT
MAGNETIC
CARD
WITH
HP-65 Program Form.
29
SWITCH
SET
AT
W1PRGM
HP-65 User
UseHPbe...
Title
of
Rating
Programmer
Log
Existing
Frank
of
Operating
Log
Existing
or
Inventory
Type
Inventoryperatin
STEP
Stringer
Rating
3
JType 3S2
Program
Analysis
Press
A
or
After
in
CD
or E
Bridges
or
INPUT
DATA/UNITS
Program
3 3S2
or
3-3 for
Fý
Fý
KEYS
A
desired
or
Tons.
Figure
9/9/74
of
3-3
Operating
Type
4
Date
Tons
Type
running
Log
B Inventory
by
followed
Rating
-
of Existing
Page
Bridges.
in
INSTRUCTIONS
Enter
2
Bridges
Muchmore
Rating
13
Stringer
Instructio
4.
HP-65
User
30
Instruction
Form.
B
C D
or E
OUTPUT
DATA/UNITS
4
WASHINGTON OFFICE NEWS
I
OPERATIONS
Harold L. Strickland
Assistant Director
SELF-STUDY COURSE BOOKS
We
are reprinting an
lb
and
for
the
a
After
c.
1
remaining
is
will
A
as
task force came
guide
a
JPRs
printed
1
to Washington
the
completing
in
books EM-7110-1
a
and new texts
material will be updated
the existing
be written.
material and
Self-Study Course
of the four
distributed
Regions to use
all
have study
to
is
reprint
categories
sample text for
intent
emergency supply
this
May
in
to develop
assigned text material. The
and distributed by the spring of 1977.
CERTIFICATION EXAMINATIONS
This
you
spring
Advanced
Timber
written
received
Sales
in
formerly referred
multiple-choice
immediate feedback
of the score
distributed
JPR
either
examinations
when they
to
Sampling
Advanced
essay-type
Machine
Wang Equipment.
achieved and which JPRs need further study.
Hewlitt-Packard
for the other
or
categories
are
being rewritten
Testing
Administration
These exams
certification.
of grading
and
grading
presently
were
questions
can
and
give
will
be
are completed.
BOOK
Your Little Green JPR
be part of
JPRs
in
briefcase
JPRs
in
the
handbook
your pocket
with
the
contract
Book
system.
and that
take
will
An
the
documents
on a new look when
earlier
standard
of
survey
indicated
Forest
similar
size.
fall.
31
1
and
format which eliminates the necessity
by
certification
examinations
certification
Administration
Works
as Timber Purchaser
Administration Public
and permits grading
The
revised
four
Service
We
are
it
is
The
revised.
few
handbook
if
planning
to
that
any
size
new
of
you
edition
would pack well
distribute
will
carried the
the
in
a
revised
CERTIFICATION SYMBOLS
A
new
of certification
supply
symbols
new
four
ones
symbols was printed
Advanced
Pp
They are
were added.
Timber Sales formerly referred to
I
MBF
9A
Pý
ýpN-TIM@F
am
y
and
shown below
110N -PUe
9A
Administration
and Administration
certification
are
to the ten standard
and Advanced
Administration
The symbols
PP
0
In addition
spring.
Timber Purchaser
as
Administration Public Works.
ýýON-T
this
i
Pp
ZION -PV
@4lc
\yý
y
CONTRACT
CONTRACT
pr.
us
us
VANCEO
gOVAN
TECHNOLOGICAL IMPROVEMENTS
Heyward
T. Taylor
Assistant Director
SER VICE EQ UIPMENT
The
the
challenges
to enable
to
and management of
protection
these
forest
workers
then
Program
carried
Service
forest.
personnel
In
by
the
the
more
their
the
a role of
managers and
of managing
field
many
the
and
utilizing
form of employee
Service-wide
Development
Centers
at
with equipment
minimum
forest
the
boards ad
These ideas and
Development
Missoula
hazard
resources
Regional
suggestions.
Equipment
To meet
challenges.
personnel
equipment needs through
their
in
is
efficiently at less cost and with
role
make known
Equipment
PROGRAM
and wildlands
provides
workshops and often
become projects in
out
TEST
forests
to be performed
and the
field
hoc committees
suggestions
Forest
work
users
managers and
DE VEL OPMENT
Mont.
and
and
Test
San
Dimas Calif. and in the Southern Region by an Equipment Development Engineer at Atlanta
Ga.
The program encompasses development test analysis standardization
and evaluation
of
all
types
of equipment and
To keep
the
Centers
one of the
highlighted
in
field
materials.
informed on the progress of on-going
Centers
will
be featured
in
this issue.
32
projects at
Field Notes on a
the Equipment
quarterly
basis.
Development
San Dimas
is
FORESTLAND RESIDUES MACHINE
The
San
Dimas
been
appropriately
Machine
Slash
featured
the
redesignated
cutter
reduction
head
Hydro-Ax
1000 prime mover. The
for
program
and logging
thinning
Slash Lab during
In
to
head
Forest delivery
monitor the
versions
is
machine
and use
of the reduction
RECREATION
on the
Hydro-Ax
the
collected
data
a
on
a
and mounted
Dimas
of the Centers development
result
field-tested
California and Oregon on
of the
in
data gathered
under actual working
the San Dimas
conditions.
The new
bid.
The Centers
1976.
industry
both
treat
on the Deschutes
1000 and used
to encourage
in
to
for competitive
to industry
Service in December
expected to the Forest
machine
total
has
has
work and
Forests. Most
head design was presented
1976
March
improvement
been
has
prototype
3
No.
8
San
at
a direct
timber-stand
National
be mounted
will
is
has been confirmed
the field testing
July the new reduction
reduction
The
fabricated
head
reduction
accomplish
residues.
and
Vol.
Machine. The
Residues
Forestland
designed
Plumas and Deschutes
Tahoe
the
machine
a
was
that
Notes
Field
in
National
will
engineers
commercial
to furnish
head.
EQUIPMENT
FACILITIES
Vault
..
design
and
aspects
of
maintenance
toilets-construction
In
1976
February
a
was
considerations
The
Center
continuing
SDEDC
1975
Tips
is
2300
remote-type nonelectrical
Toa-throne
are
Unfortunately
intended
it
being
retardant
Fire
101
and
systems.
are
In
chemical
toilets
oil-recirculating
plastic
vault
and
additives
use
possible
if
the
lower
in
compost
tops
the
for low-pressure
two compost-type
addition
2300
Tips
Also
modifications.
evaluated
being
Equip
table tops and bench
picnic
venting
toilet
currently
for
evaluated
vault
principle
will
Equip
watersure
low-flow
Multrum and
toilets Clivus
wilderness
visitor-use
August
be acceptable
sites.
for the
MANAGEMENT
Management
Work
specification.
and safety
has
color spoilage
market search and
in-line
on the
and vault
Staff
retardants and retardant-related -work
A
all
application.
Centers
health
and
biological
water flush toilets
requires years to determine
FIRE AND A VIA TION
The
evaluations
SDEDC
1975
models 050
Toilets
considers
soon.
low-volume
July
chlorinators
its
that
report
techniques
venting
be published
inventories-will
Another
published.
materials
entitled
report
special
feasibility
viscometers and
specific
has
this
considerable
spent
The main
year.
time
and
been completed on new requirements
corrosion
study
gravity
was
effort
in
the
field
of
thrust has been on the proposed 1977
and
test
procedures
on
and pumpability.
conducted
meters
on
strain
and flow meters
33
gauging
of retardant
for liquid
concentrate
aircraft
L.C.
retardant
Two
bases.
were tested
flow meters
the Medford
at
one
addition three friction-reducing
In
Equip Tips
The
20FD
Hale
Mark
and the
Chemonics
for
in
L.C. prototype blender
field
service
this
$2.00
The
to stock
The
the
in
prototype
field.
plastic
Accessory Standard
for
medium and
of the high-use items such
several
and
weather
sheaths
and an
pumper
has been completed
on a Model
under
test
and
shelter
and
on next
nets swivels
tanker
be placed
sheaths
the result
will
be
time for
in
lines.
on the
being published
is
for
year.
and lead
and an Equip Tips
51
will
plastic
successful
prove
with numerous
units.
helicopters was published
light
cargo
as
along
installed
currently
is
portable
the
If
valves
for other tools will be worked
Sheaths
crew helmet evaluation
air
SPH4
A
season.
saving per sheath.
Helicopter
GSA
fire
tested
and backpack
system
blender
have been tested
systems
successfully
been tested
unit has
a dry powder
be placed
pulaskis will also
over
Also
evaluation.
field
pump
driven
electrically
ones.
pumps have been
hose couplings wye
other accessories including
A
and induction
chemicals
26
an
Ore.
on the two successful
being published
is
meter and
gravity
specific
Base
Airtanker
helmet.
Over 6000
field and
of a new edition
copies
demand
is
of the
Spark
Arrester
Guide
have been distributed
in
the
increasing.
HELICOPTER NIGHT OPERATIONS
For the
last
program
to
night-vision
years the
expand
has
Department when
is
the
forest
home
resulted
This
fires.
helicopter
and crew
support
flight
spots
or
Night
coals
in
which resulted
Goggles
near
the
facilities
IR
in
Night
The
experimental
new
delivered
evaluations
lightweight
and
73
adapted
to
The Los
region
of
but
during
many
the hours
range
lb Forward
the
to
with
the
National
provide
San
the
Fire
County
Forest Calif.
night
dispatching
hours
on
in
with delivery
search and rescue operations
the
of
were
of the injured from mountains
of darkness.
Goggles
or
NVG
spectrum.
In
become
has
fires
addition
deterring nocturnal
as
by
current
using
Angeles
for South Zone
available
fought
Vision
Padres
by
activities
operations
have been used most successfully on
as laser
quick
night
the rapid transport
during
successfully for other ground purposes such
for
County
of Los
trained and equipped for night operations
are currently
fires
night
hours
development
this service.
contractor
several
as
the
helicopter
of ground crews
device known
Vision
to
grant
have required
and remote highways to hospital
low-light-level
operations
and Development
a Research
in
into
for experimental
routine
Not only were
for direct
successfully conducted
use.
Service
crews
in
been engaged
has
firefighting
base for the first helicopter
suppressants
The
Service
Forest
flight
emergencies
California Region.
also
A
operational
Center
Forest
helicopter
technology.
experienced
Dimas
two
when
NVG
Christmas
hot
viewing
are being
tree
for
popular
used
poachers and
pole viewers.
Looking
mounting
on
Infrared
a
34
Bell
FLIR
205
thermal
helicopter
at
imaging
the
end
system was
of
1975.
It
provides
The
includes
equipment
eye. The
to the
Land
the
IR
doubt
display that
a video
will
be future
engineering
temperature gradients
recording
IR spectrum.
of the
range
of the scene
a record
day or night providing
operates
the imagery
Currently a
Alaskan
micron
8-14
provides
Since
data.
uses.
the
in
that
smoke and
environmental
the
in
operates
recorder
tape
through
pass
to record
Manager
will no
TV
real-time
a
is
new
a
visible
is
tool for
there
temperature-related
FLIR system
similar
that
used
being
is
for
pipeline.
PERSONNEL CHANGES
pro-moted
Since
the
of
beginning
and additions to
changes
of Staff
position
to Mike
Lamberts
Washington
Office
Engineering
Materials
Staff Assistant
Mike
vacated
6
seat.
Fischer Supervisory
position
San
to
Dimas
Staff
leadership to the design and development
engineering
equipment and equipment systems. Jerry Edwards Region
transferred
to San Dimas
to assume Luigi DeBernardos
Jones
Assistant
he provides
In this position
Activities.
Dave
Airall.
for
took over a new position
Investigations and Studies. Luigi DeBernardo
and Related
the
as
was
on the Ochoco
Engineer
by Claude
held
previously
transferred
Civil
of
Office in the
Claude Airall Mechanical Engineer
Sirois.
Phillip
Engineer
for Fire Prevention
had a number
has
Lambert was promoted to the Washington
the
accepted
Richardson
Boone
Director
by Don
vacated
Materials
expertise and
technical
SDEDC
year
his staff.
Engineer
Forest Region
National
the
the
8 Equipment
position
of fire prevention
Development
Assistant
as
as
the
Engineer
Director
for
and Testing.
Development
STANDARDS
CONSULTATION
Charles R. Weller
Assistant Director
NATIONAL SIGN PROCUREMENT COORDINATOR
The
of being
process
It
Sign Procurement
National
is
Prison
located
Western
Regions
FPI may
of
is
FPI
Industries
Regions
FPI
The vacancy announcement
filled.
hoped that by establishing
Federal
Coordinator position
closest
to
may
this
Atlanta.
be reduced. The benefit
If
be considered
the
for
is
located
Atlanta Ga.
in
was closed July
the cost and delay in the procurement
position
will
which
issued Service-wide
Atlanta
position
Lompoc
will
undoubtedly
works well
Calif. and any
be
sign
in
of signs
greatest
the
8th.
from
for the
to
serve
shop operations
that
a similar
new
is
position
establish.
currently
investigating
the
of establishing another
possibilities
shop somewhere
sign
west
Mississippi.
Manual
directives
developed.
comment.
A
We
and
rough
are
procedural
draft
hoping
to
of
the
guides
for
material
have the position
the
will
procurement
be sent to
filled
35
the
and operating
of
signs
Regions
by
this
from
soon
fall.
FPI
are
for review
being
and
CHANGE TO JUNE
8
Volume
POLYESTER RESIN
Correct
for
use in
The jack
the
used
on the jacking
Number
6
ANCHORAGE SYSTEM PRAIRIE PORTAGE DAM
page 12 4th paragraph
Consequently
NOTES
FIELD
a jacking
3rd sentence
bridge
pullout
test
for the
pullout
bearing
this
set-up
test
was
at
a
to
point
would
a
read
test
four feet
the
on each
anchor
as
hollow cylinder jack that
bridge.
36
side
of the bar was specified
well as the rock for anchorage.
fitted
over the bar and rested
TO READERS OF
FIELD NOTES
INVITATION
Every reader
is
a
of an
author
potential
article
you have a news item or
we invite you to send it for
for Field Notes.
If
accu-rate
short article
publication
you would
with Service engineers
to share
like
Field Notes.
in
submitted to the Washington
Material
Office
for publication
should
be reviewed
by the
Washing-ton
respective
Office
Regional
to see that
informative and of
submitted
material
however
short
Office
glossy black
Field
Notes
mailing
the
short
several
to
7113.
The
length
of
pages
typewritten
several
be
should
illustrations
all
original
drawings
or
photos.
ask your Office
Manager
Office directly
Service
or the
sent to your office.
retirees.
Regional
If
to
all
you
Copies of back issues
Regional
Station
are not currently
Information
are
and
on the
Coordinator to increase
also
available
from the
Office.
to whom
Region has an Information Coordinator
and
material
for
The
Coordinators
questions
publication.
McCabe
R-1
Bill
R-2
Allen Groven
R-3
Bill
problems
FSM
sentences
Each
Coordinators
current timely technically
items are preferred. All material submitted to the
Forests and Forest
copies
is
Service-wide
engineers
distributed from the Washington
number of
Washington
vary
from
information
be typed double-spaced
and white
is
to
interest
or news
articles
should
Area Headquarters
list
may
the
Strohschein
should
direct
Ted
R-5
Jim McCoy
R-6
Kjell
Bakke
R-8
Ernest Quinn
concerning
personnel
Forest
Engineering
Attn
Norbert Smith
R-10
Frank Muchmore
WO
format editing
12th
Staff
L.
Rm. 1108 RP-E
Rome
Independence
Washington
Telephone
D.C.
or Rita E. Wright
Ave. S.W.
20250
Area Code 703-235-8198
Al Colley
publishing dates and other
Service
Gordon
submit both
R-9
to
USDA
should
are
Wood
R-4
questions
field