9/ RHO ~41 RE~.

9/
RE~.
RHO
~41
E;:* i,ft.,
:n .. B.
YGlt.on.
HE.!~'i(<;B1'C-lt
gn(:
n~:i-%3tJ.:ccl.l
lienor:c
l~o 4i
IL\,\rit;liVX-1
19
'\
(
,_,I
·b'
"''''0"
;:-,_
..
":, . -~. '
-';_
"')"'
'"·"'"1>-h'·'
2~~
•
. t;'!(,_'•
·.-}-'.,,,.,•
....,....
IIi"'Width
State
-
Width
Top
bobea
~TS
...,._
""""" 1
FROM SPECIFIC.&l'IONS Faa CONCRETE PAVING FCRNS IN USE BY VARIOUS ST..u'ES
- -
Planeness of Surfaees
Form Pins
Lengtho-f'to
(E:oopt
eurvefll:)
"""'
•••
ii.iii: Diame
Inche a
Section
!luimum
Gage
to be
Le.ten.l
Vertical.
Approved Dsviati011 Devia.tiw
IIi"'-
or
Thickness
:tncheo
Weight
Per Foot
lb •
Almb-
8
-
10
3
-
yos
1/4
1/8
-
-
CdU'on:da
8
-
-
3
-
-
l/4
l/8
-
10
Joint Efficiency
Rigidity Requirements
Shall be free f'rOllt play or mov&oomtmt in atJ.Y direction and provide
a perfect support a.nd oo:nneoticm
Def'leotion of :not more th$Jo. l/4~'~ in 10'
Uen tested m.s a simple beeJ!l 1.mder
load equal. to finishiDg machine
Vertieal mov$1!16nt not mora than
1/8"; horfzontal movem.ent not
Shall be of such section m:nd
more than
under the weight of the subgnde and
pe.vi:ng equipment or pr<aasw-e of
1/4•
ot suffi-
eient rigidity to prevent springing
plln"sment when plaoed
Colorado
Connecticut
8
1-9
-
-
-
-
2
10
-
"''
0
-
yos
l/4
0
1/8
-
-
6 for L type
12 for Trap ..
District of
Columbia
8
-
10
3
-
-
1/4
l/8
7/32
Florida
8
-
10
-
-
yeo
1/8
1/B
9 for L type
12 for Trapo
------
B.,o-6"
------
8.. 5-7"
9oo-8 11
9·5-o-9"
8
.
'10
-
-
yee
1/4
1/8
-
Iowa
-
-
-
-
-
-
-
-
-
-
ID.chigalll
B
-
10
3
-
yeo
-
1/8
-
-
Nebraska
-
1-3/4
-
-
-
yoo
-
.
-
-
3
7/8
Y••
1/8
1/8
-
-
8
-
10
Shall be connected in suoh a
mam:J.er that the defleetion under
load at the joints will be no
greater than elsewhere
17
IndW>a
:Pennsylvania
------
15
Shall be free from movement in
a:ay direction
------Looked joint free from play or
movement in aiJY direction
------Poai tive locking devices which
'l!dl! permit neat_. tig:ht joints
which will llOt defom under
impact~ vibration or th.:rust
Shall withstand impact end vibration
from a 5~000 lb .. finishing m&ohine
without visible springing or sqttlement
Shall have no vertical or horizontal
movement when subjected to the lca.d of
the finishing maehine
Shall withstand without visible springizlg or settlement., the weight., :impaot
and vibration of the i'ini&b.i.l!,g machine
Shall resist the pressure of the eon..
crete and finishing machine or finishing tools m. thout epri.DgiDg
spr~i.ng or
settlement, pressure of concrete., and
the impact $.1ld vibration of the
f'i.nishing machine or subgrader
Shall resist without
De:t'leotion of not moros than 1/4" in 10'
\'®.en tested as m. simple beam o£ 9'6"
span under a load of 1700 pounds
Shall be of an approved section which
will insure their rlgidi ty l.lllder the
finishing machine
Maxi.J!ru:n:. defle otion of not more than
1/8" in 10 1 when tested ra.s a simple
beam under a canter load of 1700 lbse
Deflection of not more than 0.,01 11 in a
four foot span under a center load of
1700 poumds
:.~~
,c
i
!,;:>,
f;;_c,;,
!.)..'''
(
·p--
r.,,;·.
-
:·
'1,,, :J
j~,,
l~
·if
"
····/·_t,u.--)
t •'"'
(.!'
- -· J
:-_ o-;_,zj,
'
-5.::-C
\
'
·,-_r, i" "
. :·
')
'-''_,,,.,-
;: -,_ Li'
'-,r-·•
',)
- ~--
. , 'p:.t.'t.-
' .,
,_.,_
.,
~-
I
:Cj
'
::-:_s~j --·_['
\.,i)
'
t-:.~. I
~-~-
-,~-~:·
i
"
-._,
'{,_:-:
l
~-::: ._lfj?('-
f<
-0'
-,.,,;
>_:_·,
- ,., (.,
'·h···
t.':._;.-.
'~---
;
('"!-'·•
(
I
~1
'l'e
I
•
X
z
I
0
I
I
,,
II
c:=
X
_I
I
1--
u
w
<f)
'-1*·-+
.v'
0
<(
0
-1
(f)
z
lll !/)
:ii:~
wn::
::n...
!J)
«i;W
!JJ!l.
<>!
<I
\...
«!;
~>
u
z
m
1-
' ' "' "
"'
""'
1-
0::0
""" "
",",
"
•
o:J
<1:
100::
0
1<1:
_j
<f)
""'
'
''
" ''
'''
'
,, --::----
_,__,_s;-,-:;._e'',,_
t
+
lil iL
lie
w
0
-1
-
<:(
0
FIGURE 3
h' "\1-.t:' G::fl.\
c.~nd );;·.J_i;; n
Lc.~
'~!
-._,
i,·,;c:' i;:~
t
l ,;:.:
i
:B
c.
SKETCH ci TWO CONNECTED FORMS
TESTED lYil a SAND SUBGRADE
SHOWING POSITIONS e;f LOADS and DIALS
16
13
14
15
4
og;
0
G
J7\0
IS
~
.FORM
2
FORM
SINGLE
LO.ADS
o4
o I
2
oe;
;o3
6
oi3
0
~
~
:""'
I
14
15
FORM
FORM 2
7,
I
DOUBLE LOADS
.....
G>
c
:llJ
11'1
01
l
o
=POSITIONS OF :3500
•
POUND CONCENTRATED LOAD
POSITIONS OF DIAI..S
~-
(i .-
'·"'
TABLE 2
VERTICAL DEFLECTIONS OF CONCRETE PAVING FORJ.!S UNDER LOAD
Single Form, Concentrated Load of 5500 Pounds at Center
Two Forms Clamped Face-to-Face, 7000 Pounds at Center
Maximum Vertical Deflections
Uniformly Supported
Single Beam, 9'-6" Span
on Sand
ii't. lbs, per
Single
Form
10 ft. Length
Inches~~
Thickness of
Type of
For:-u
Metal - Inches
Nominal Actual
Height
Inches
Base
Inches
2 Forms Clamped
Face-to-Face
Inches
Reduction of
Deflection
.085
16
Percent
Mfr.
Section
7
B
Trap.
5/52
.142
10
8
169
,125
1
2
17
·B
Trap ..
L
L
.185
.177
207
157
186
161
163
.101
.501
.154
.245
.211
.242
,258
.256
.189
22
c
.189
.183
.201
.187
10
10
10
10
10
10
15
L
L
L
L
L
5/16
5/16
5/16
5/16
5/16
5/16
5/16
5/16
8
A
A
.169
54
9
D
L
7/32
15
22
25
24
A
L
L
L
L
18
A
A
1/4
1/4
1/4
1/4
1/4
1/4
1/4
l/4
No.
3
4
11
5
20
19
23
c
c
D
c
c
c
c
A
c
1
L
L
L
-
.200
8
8
8
8
8
175
2 Forms
Face-to-Face
Inches
,058
,029
9
8
9
8
155
152
.227
10
8
205
.152
.135
13
.048
.260
10
10
8
215
207
193
203
207
204
188
187
.ll5
.090
.119
19
20
.. 038
.148
.182
.158
.154
.134
.163
.200
.245
.. 244
.. 248
.249
.255
.250
.250
8
8
9
9
9
9
8
8
8
9
9
8
8
*
Deflections of center
r~lative
to endsc
Sub~ade*
Single
Form
Inches
.018
TABLE 5
VIJ\R?IlJG OF CONC?.ETE PAVING F0?.1IS UNDER LOJl..D
Simply Supported Beam, Span 9 1 -6", Loaq at Center 3500 lbs.
Dial Positions and Sense of Indicated Va)_ues as in Figure 5
Form.
Nominal Thickness of Metal,
Inches
Type of
Section
Maximum Deflections, Inches
Center of Beam
Average of Both Ends
Vertical
Horizontal
Top
Bottom Vertica.l.De:fl ..
Horizontal Defl.
Top
Base
___ ~T_o_ll__Ed.Re _
Base Edge
Edge Edge
Surf. Edge
No.
:M.fr •
7
B
5/52
Trap.
-.125
Trap.
-.101
-.501
-.154
-.:246
-.211
-o242
L
-.256
1
B
2
A
17
A
-
riiaximum Warping
_ T~p Edge
+.147
+.096
+.057
+.100
+.075
+,127
+.197
+.146
+,167
+.164
.000
+.008
-.048
:..519
+.056
+.064
+.049
+,014
+,512
+,118
+,151
+.128
+.255
+ .. 346
+.218
-.110
"
c
13
c
5/16
5/16
3/16
3/16
5/16
3/16
3/16
5/16
9
D
7/32
L
-.152
-.199
+.065
+,090
+.144
+.2-57
+.184
15
22
25
24
A
1
A
-.115
-,148
-.192
-.153
- .. 154
-.134
-.165
-.200
-.195
-.183
-.225
-.298
-.169
-.150
-.183
-.505
+,055
+.024
+,027
-.015
+ .. 019
+.044
+.060
-.007
+.061
+.075
+,082
+.o<:n
+.055
+.067
+.073
+,031
+.004
+.135
+.152
+.068
+.Cl46
+.110
+.119
+.093
+.055
+.232
+,257
+.118
+ .. 103
+.054
+.066
+.151
-.0015
+.208
18
1/4
1/4
1/4
1/4
1/4
1/4
1/4
1/4
5
c
4
rv
ll
D
v
20
19
""'
"-~
c
c
c
·-A'
c
1
L
L
L
L
L
L
L
1
L
1
L
L
-.253
-
+.no
+.164
+.084
+.010
+.006
+ •.J.68
TABLE 4
DEF!,J:;Q'!I!ll!!§ OF
QONNECT~
J:AlQlHENT FORbiS LOAD)i;D ON SP.ND SUBGEADE
Load and Dial Positions as in Figure 6
Maximum Deflections 2 Inches
Form
No.
1,6
Load Posilllfr.
l
l
94
7e5
97
1
1
94
92
8.5
4.6
6.9
-.084
-.074
-.151
-;066
-.058
-.048
-.097
-.058
+.151 +.054
+.080 +.051
+.150 +.097
+,094 +.027
5
91
92
6,8
6.9
-.025
+.095
+.017
+.005
+.069
+.057
+.074
4
4
4
91
6,8
6.9
-.020
+.080
+.007
+.017
B
2-5
2-5
2-5
4-5
D
4-5
A
4-5
94
92
92
94
97
92
B
J5
9,10
9,10
L5,16
A
1,6
9,10
.5,16
B
D
A
1,6
9,10
L5,16
B
1,6
9,10
L5,16
1.6
9,10
L5,16
tion
Sub grade
Density
Moisture
Percent
J2aCofo
Center 1 FOrni_i_
Horizontal
Vertical
Relative
Top. Bottom
Absolute to ends
Edge
Edge
D
D
A
B
D
A
5
5
92
J oi..""J.t !:fovement
Joint End, Form 1
Top Edge
Vertical Horizontal
Joint End 2 Form 2
ToU Ed.---e
Vertical Horizontal
-.045
-.027
-.038
- .. 015
+.061
+.061
+,176
+.056
-.015
-.025
+.010
-.002
- .. 288
-.451
+.262
+.360
-.240
+.247 +.086
+.111 +.055
-.174
-.271
+.255
+.1'28
- .. 458
+.280
-.186
- .. 516
-.156
-.156
-.071
-.094
+.155
+.351
+.140
+.268
+.147
+.168
-
-.254
-.274
+.055
+.055
Relative DisplaCement'
of Form Ends at ToR
Vertical
Horizontal
.028
.004
.. 048
.008
.008
.. 151
.019
.,054
+.045
+.057
.on
+,261
+.596
.191
.001
,056
+.1'01
+ .. 358
.100
.lS7
.048
+.257
+.317
+.125
+.1'35
+.155
+.164
.055
.099
.055
.177
.145
.068
.102
.014
.. 015
.067
.008
.004
.. 030
..
7.5
6.9
6.9
7 .. 3
8.5
6.9
-.161
-.255
-.080
-.158
-.071
-.075
-.009
+.055
+.024
-.019
-.050
-.002
--
+.074
+ .. 032
+.255 + .. 068
+.094 +.035
+.157 +.040
-.151
-.217
-.085
- .. ~13
-.214
-.162
HEIGHT
en
BASE
JQd
0.26
10~
HEIGHT
--
BASE
HEIGHT
8"
10~
BASE
8"
HEIGHT
10"
BASE
8"
I
I
I
w
~ 0.20
l
--
0.24
-
I
-FORM..-,,......._
"
Q
~
I
'
0.16
0.15
~
~
--
FORM
~
<
/~
--
~ o.os
/J?::'/
~
w
>
--
0.04
0
I
2
3
LOAD., POUNDS
0 24
~
w
'
'
0
I
LOAD,
I
LOAO,
lr
2
3 3.5 4XI03POUNDS
0
v
I
I
LOAD,..
FIG. II
9"
BASE
4-' '
j"..
~ 0.20 0
I
I
'
Q 0 16 0
1- 0 .IS 0
--
i'7
.1 ):::)
~
~
~ 0 .12 0
LL
~
~ o.oe 0
I
">s
'
2
3
3.5 4Xlo3
POU NOS
L SECTION-MFR. C
FIG.
rs
BASE
~
0
11''
'
~,.
I
I
I
I
I
-~
I
I
I
3
POUNDS
L SECTION
FORM
F"ORM
/
I
I
I
'
3.5 4XI03
24 MFR C
IS MFR A
IFIG. 14
FORM#20'
:
I
2
1--
I
I
I
LOAD,
9"
I
I
I
:
tr:·-
~/
I
.J.
LOAD.,
FORM#24~
I
I
I
t---
I
lI
SN
I
i'~ 1131
_LV
:~
I--
HEIGHT
I
I
I
I
' '
L LA
z
gu
~
0
/
I
LOAD,
c;I
I
I
T'
I
I
'I
2
33.54X13
POUNDS
L SECTION-MFR. A
FIG. 15
HEIGHT
'I
2
3 3..5 4XIO
POUNDS
L SECTION-MFR. D
HEIGHT
-
I
I
FIG. 10
6"
-
I
L SECTION -MFR. C
BASE
I
I
I
--
I
FIG. 9
9"
I
--
I
-I
91
TRAPEZOIDAL SECTION
MFR. B
,;;
0
0
--
I
FIG. 8
FORM ""5
!;!
I-
I
2
3 3.5 4XI0 3
POUNDS
I
I
0.04
V)'~ ..l
l
I
I
FORM **"22
I
L SECTION-MFR. A
HEIGHT
0.28
3.5 4XJ0 3
~
A
/
~
'I
I
--- --
W' t;;-?-·
J
/ V'
-;I
--
~
w 0.12
0
·J-:. .)&'42
117:3::,- '
..,, ;r"' A
~I
8"
I
I
--
/:
I
z
10" BASE
I
'
I
I
I
HEIGHT
--
6"
0
3 3.5 4Xt0 3
POUNDS
'
2
I
LOAD.,
L SECT.ION-MFR C
(MOOIF"IED)
FIG, 12
BASE
HEIGHT
8"
9•
BASE
2
3
B"
I
I
I
-
I
I
I
-
1/T
::
FORM
-
-
*'23..;
:;0:
/k~,.
V./
,,
ll'
0
~
<.;-
-
I
I
I
I
I
I
I
I
I
I
I
2
3 3.5 4XIo3
LOAD; POUNDS
L SECTION
FORM IS MFR. A
FORM 23 MFR. C
FIG. IG
0
I
LOAD,
3.5 4XI03
~OUNOS
L SECTION -MFR C
(MODIFIED)
FIG. 17
VERTICAL DEFLECTIONS cj PAVING FORMS TESTED a.:1 SIMPLE BEAMS
'
'>-\'
--<·'
!7
!'
:,-
'
",·c--V.
J.n.
f.
. '.·. !L
f!i SUPPORTtm.VERTICAL DEFLECTIONS
EFFECTtf/:,TYPE
SUBGRADE MODULUS K= 100 P. C.L
LOAD AT CENTER 3500 LBS.
LEGEND'
.1
eo
o
o SIMPLE BEAM/ HEIGHT 10 IN/ BASE 8 IN.
I J - - - - 0 ABSOLUTE DEFLECTIONS ON SUBGRADE
6 - · - - · 6 DEFLECTIONS OF CENTER RELATIVE TO ENDS/ ON SUBGRADE
I
,140
z
J
.,_.o eo
/,
z
0
1-
u·oeo
I
"'
"""'ClJ(J40
...!
I
l/
/
L/
/
lk/ v--·/
I'
_,./
:_...;
o
/
:
I
I
I
I
V
I
:
I
__l
-
fiG. 23
I
•/
i
L
/
I
)?
vII
i/
lk.V
v
i
0
I
2
3
LOAD, POUNDS
L
SECTION
MFR. A
I'IG. 24
ii
I
i.
I
-L...-
•hl03
·TRAPEZOIDAL SECTION
MFR. B
i
I
:
1/
I
I
i
/ ·' .//~-1
·-1
I
2
3
LOAD, POUNDS
/
J
I
i/;
;'
L
'{
lA
~
'
'
I
I
'
I)
0
:
I
I
~.1 00
.020
:
I
I
<!)
I
:
.12 0
.
I
I
/
/
·~ /
-1.
/
/
v
/
/
.·
~
I
I
I
~A
~.(// _ ?
I
I
L
I
I
4xlo3
0
I
2
3
LOAD, POUNDS
L SECTION
MFR. D
I'IG. l!S
4•103
r
v'
;·,._1,,_,-~
-,
.);·
--~
•l_. ,',
''h ~" · c~ _,(
.)-E;
-t
:; ___,
;-__ o
._... _-:,
,_.I·.
;. :; ·' ", ':'
-.>,·-·· _,_
;~ ~ '-·:
"''
;-< .•
'- --
j,;-:
··-\
.- ~ -0
---~---
._·,:·t.- ~·--
;c; __j,;_.,
X''-
' ,-., _;·,_ \ !_'(,,
-;
.. ,.;,
•-;f,,_,u•. -'.
I
_,,,,,.
·'-;
:;,··;:_..
;
':_;
•._,.,c
-_;-_(
.-r
•;:_;L.-. ;,.//:
•)';_{,_'"'
·r;·
. '',,.;_.::
"""
'-~-
SKETCHES
SHOWING
RELATIVE
ON
MALE
OF
TRAPEZOIDAL~
ALIGNMENT
BEFORE
DISPLACEMENT
EITHER
SIDE
OF
FORM
LOADING
UNDER
THE
JOINTS
AND
LOADS
CONNECTION
END
-1 - - - - - - - - - - - -
~---
1
1
MALE
END
I
I
I
I
_________ _j __
LOAD
FEMALE
END
I
I
~~·-·-----
POSITION
---- -~-
--
NO.3
B
4
~
I
MALE
I
I
END
FE MALE
END
"\
I
I
~-~c
LOAD
I
_,{,..·-
POSITION
(
NO, 4
c
FIGURE 26
OF I
SKETCHES
BEFORE
FOnM
JOINTS
LOADING AND
UNDER
LOADS
ON
SHOWING
RELATIVE
EITHER
ALIGNMENT
DISPLACEMENT
SIDE
OF THE
CONNECTOR
- l
--
r--
)
11
I
I
I
I
I
I
I
____ :-:
I
I
I[
-
1---_j
'
BEFORE
POSITION
LOADING
A
~
r·o. -- --,
I
<
I
I
I
(
-
L
-
--
LOAD
l
I
I
I
I
I
I
)
--,
!(
J
. :::c.-J
POSITION
NO.
,.;
--'
3
ll
1
,--=
f
>-
I
1
I
I
I
I
I
I
I
I
l
--·
--·
--,
1
_L - - =::-c--::-J
LOAD
POSITION
No. 4
c
FIGURE
27
'L1o teiipezoidt:l forms ·,·;lth
mnlo
formr bnt ted
1 md or-
"'lg. 31.
:;o
eupport undru·
tight.
L
·.;·!.'
:>,!'
" ,~,_,.,n - .•
~-, ., .,, "' '(';>
r~-
i·--
·-~
~- '"
"'··-,;'
,.,.-.-,-._, __ ;,~-":--';
'· •.'·!_\•' ·-,::''
,,
. _. :-_; ·:_; _ 7
1 ,.
_,,_,,
.;
..,"·'·
t·;'-
-::-
'},
"'- ~·---: ;., \~
of
. i·'
4--'1
;.-·-·
--"-:.
t;·'.
,, ,,
.··s
A
33. rr~ ·.·t~O connect.ed L 6eC L i.on C fortafi
f,U 1),}0rt under spLice.
l•'ig. 53. Two connected L roect.lo<t D forw:
:<Up)ort under Dplice,
·;;i th
l"ig, 5'1. Two connected L section C i'or~:1n
without !:lUp!Jort under splice, l':llowint; u
1-1/2" me..ximwn deflection.
J•'ig. 59.
'].';;o cormected L nection D
i'ol'lllil
without SUtJfJOrt under ~1pl:lce, shmting n
2-l/~11 nv.lxlmum deflect. ion
-__
,,
-~- ._ ',\()
;,.:1_.,-;---
-~-
,.,,
'
. '._-_,
~
-.-).__ '
::-·L,r · -,~-
<,_.;,·,--.
'
''-~·"}
~-· -'
.,.,,
__
•
Fig. 40.
End view of old A form splice.
Fie. 42.
Non
C connecLor.
/
£•'ig, 41. 'view of old D f'orm :"plice
13howing battered condl tion of "'pUee
pltct,e,
• 40. C form !'pllce rl.oc~lnt beve lHcl
of for·m t.o
f'or
lcwr.·nt, ul'
fOf'Tl;~ r)J1 f~HI'VGfi.
"''
··.·:'-'.~·· ..__/~
~-.
'
,•
-, .,
~
...-.
::··
_'
'L -~ ;_,
•_;_·-···-
.. ' ~ '
'
't:__.-
;_,>:
i-1
' ( i,
ii•.
.\.;-
,·:··
-
··'
_-,·"·
">'
'.;;;,'
_.) . ;,
Another type of stake
for:n; note e:heared
of
D
view
form showing a perm&.nant 'illctrp in
the face of l;he form.
(
~
,,_ ____'-~_
;;
-.
~' ~-
-_'-L_
';_--
,,,.
- ,_-, -
- ,-.-c-.
~;, ~
""'-,,,~,,
'
'