SS9301-SP 930504 (2) ,
WE ARE SENDING YOU ' ~TACi-~D '' CC'~R ~'Z' ~ FO~OWZNG
PP~P~D BY:
'PZES~ DA~ ] ~C. ' _
i i
~5~ _. ~ ~p. ~-- ~' .==~-- 2. S~mlt- copies
CONSTRUCTION PRODUCTS INC.
Tunnel Liner Plate
.... :.. ...-.
~..-:~}"~" ... .-_- ..... -. ..~
. - . :f-- :.- :....
........ - ;;.. .. . -
~5-~3-199Z 09: 56AM ~ROM A.M. MA~_~ ~0 ~9~29~3
SHTO design . _
Loading considerations--The ~ ~ :~::~ ' X
supposing capacity of a non- ~-:.~:~ ~
~teel liner plate re, ults trom ~
iB ~ilitv to deflect unOer load ~'/
so that side restraint devet- ~
oped by the lateral resistance - ~/.,:~/ f~ "-~~
tends to equalize radial pres- ':~': ......
The load ca~ied by the :=~%~/; '~'':*
tunnel liner is a function' of ~
t~e of soil. In gran~ar soil, : f-~
with little or no cohesion, the .- '"~,
load is a function of the angle
of internal friction of the soil
and the di~eter of the tunnel. _r~...
and silty clays, the load car-
tied by the ~unnel liner is "" - _
dependent on the shearing ~::-:'~: ...... :,~_..
tests should be ~e~o~ed ~
Loads--~ernal load on a cfr- Where:,.: Where:
cular tunnel liner consis~in~ of P = ~-',~,- ~ual load on the C~ = Coefficient for
dicted by va~ous methods, P. = Tht -~':-d load a~ the W ~ Total [moist] unit weight
includin~ actual tests. In cas~
Jew -~ ' ,e top of ~he of soil.
where mo~e precise methods tunz~,:~ ii,er due to live D ~ HorizontE di~eter or
oi ~alysis are no~ employed, loads ~ee Table II for span of the tunnel.
~e e~ernal load~ P, c~ be appror.,~ate v~ueS]. H = Height oi soil over the
predicted by the following: ~ P~ ~ The vertical load at the top of the tunnel.
1~ l! the ~rou~n~ pr~sure is level of ~he top of the In the absence of adequate
greater than the computed tunnel liner due to dead borings and soil tests. ~he iull
~ernal load~ the ~ernal load. overburden height should be
load, P, on the tunnel liner Values oi P~. may be cEcu- the basis for Pc in the tunnel
shEl be ~e ~routin~ pres- la~ed usin~ M~rs~on's formula liner plate design: ~P~
sure. for ~oad or an'---' other suitable
2. In ~eneral. the e~ernal load me~hod.
can ~ computed by the Pc = r'o ~
formula ~ '
Table I1
Live Load ~ at Tunnel Top (P,)
i Highway Railroad
~ Height of Cover H ~ Load Height of Cover H 20 Load
!, (in leer)._ (lb./ft.~ (in feet) (lb./ff.~ ~
i ~- 375 4 3.000
~ 5 260 5 2,400
I 6 190 , 8 1.600
, t40 10 1,I00
i 8 ~0 12 800
i o. 90 1~ 600
: 10 75 20 300
' ~ 30 100 ; AASHTO Design is continued
', on Page 6.
AASHTO design . -
Design criteria
The following criteria must be'
considered in the design of
liner plates:
·Joiut streugth.
· Minim,nn stiffness for
installation.
o Critical buckling of the '
liner plate wail.
· Deflection or flattening of
tunnel section.
Joint strength
Seam strength for liner plates should be sufficient to withstand the thrust developed from the total
toad supported by the liner plate. This thrust, T? in pounds per lineal foot is:
T-- PD 2
Where: P= Load as defined on Page 4.
D-- Diameter or span, in feet.
Thrust, T, multiplied by the sifety factor, IrS, (F$ ~ 3. recommended) should not exceed the ultimate
seam strength shown in Table:IV on Page
Minimum stif~ess for installation
~ The liner plate ring should have enough rigidity to resist the unbalanced loadings of normal con-
struction, including grouting pressure, local slough-ins, and miscellaneous concentrated loadz. The
minimum sti//ness required for'these loads can be expressed for convenience by the formula below.
It must be reco~trnized, however~ 'that the limiting vaiues given here are only recommended minimums.
Actual job conditions ma~.' require higher values (greater effective stiffness). Final determination on
............. .~b./.s..safe~. factor, sho~'!.d..:b.e. ._b.a~e.d.o.q..i. st_i..ma, te. knowle~e of the p~je. qt, _,~.iL¢ona'.ition~,_ and.practical.
:experience.
i The minimum stiffness for installation is determined by the forrnuia:
{' Minimum stiffness = --
I Where: D= Diameter in inches.
E= Modulus of elasticitY, psi (29 x 10~).
1,. I -- Moment of inertia,, inches to the foul~h power per inch.
i For 241ange -- El = 50 minimum For 4-flange =~EI ~ 1!1 minimum
I [Note: The values above are without safety_.' factors. An appropriate safety factor is recommended.
[i The added installed cost of a tunnel is typically veD, small.i
C~ bu~ Deflec~on or fla~e~ng
Wall buckling stress~ are dete~ined from the following ~flection of a tunnel depends
fo~ulae: si~ificantly on the amount of
; over~xcavation of the bore
For diameters less'than r ~ 24E and ~s ~fected by de~y in
-- ~' backpac~ng ~routi~) or in-
k ~ f. adequate backoacking. The
~ _ magnitude of deflection is not
[ f~ ~2. primarily a function of soil [ ·
f = f - ] '' x in psi ..... mod~!us.q~tb~.lin.eLpla~e ...............
.............................. ~' ..... ' ..... r'~4$E ........ _ prope~ies, so it cannot be
computed
with usu~ deflec-
tion formulae. Where the
rot diameters greater than r i 24E tunnel clearances are.impor-
-- ~ --' taut, the designer should
k ~ f~ oversize the structure to
pro--de for nor~l deflection.
f~ ~ ~ in psi
ISles ,hown in th~ catalog
~e to the neutral ~xis, not the
, inside diameter.]
Where: fj Minimum specified tensile stren~h, psi.
f~% Bucking str~s, psi, not to ~ceed specified yield [M~~ Cov~
stre. n~h. A minimum limit of four feet.
k~ Soil sti~ess factor, will va~ ~rom 0.22 for soils with depending upon materi~,
O ~1:5' to O.~ for soils 0 ~ 15'. should gener~ly be used to
D= Pipe diameter, inch,, prevent toss of roof material.]
r = ~di~ of ~ration of section, inches/foot ~ :
E= Modulus of el~ticity, psi.
_ D~ign for bucking is accompl~h~ by limiting the ring compres-
sion thrust, T, to the bucking ~r~, multiplied by the effective
cro~,ection~, area oi the l~ner plate. A, dimded by the factor of
~ety:
T = f~A
Where: T =Thrust per linea, .f~t.
A =Eff~tive cros~sectional area of liner plate, in?/ft.
~= Factor of safeb' for bucking.
Recommended FS: 2
.
05-05-1993 09: ~,gAM FRDM A.h. HA~FF TD 2955~98 P. 07
~ Circular ~ructures- of - .":..
Contech TunnY! Liner Plate
Table V
Table of Av~able D~ete~ ~d D~e~o~
In~udi~ Numbe~ of Specific T}~ of Plat~ R~ui~d
.65~n 23~ ~ I i 12] 134 13U4 J35~ ..8 9
; ~ { ~ i 5 ! '%'oe oi o~ at ends oi ~atc. N = ho ~lsct; 5 = 5m~ ~;' D ~ ~ublc
"~e ci~mnCe ,~e on ~ge la. I
of C~t~ liner Plate ,
~h Ho~oe Pi~h Uud~
iData ', on 2-flange liner plate .-
~'"- ._ Properties and Dimensions -
o! 2-Flange Tunnel Liner Plate
I
o.zo~u I 3.~ [o.oo~s l o.~os o.6~ o.s~ 6] vo I
0.2391 I 3.740 ~ O. i08H } O. IlgX } 0.619 } 0.8~ 70: ~ I 90 'i-
Full depth co~gation, x: ~sm~t ~om ouler ~e {o n~ axzs in im~
Ultimate L~n~tudi~l ~am
Strengh of 2-Fl~ge ~ner Prate '-.
*In 0.0747 through 0.I 793 thic~s stru~ures, longitudinal holm ~flon ~A : I
~e ~I .~07. ~/~" ~eter by t ~!~ 10~. In 0.2092 and 0.239 ] : .]
~ 18'
~ ~ _ ~,i,.. . ·
~ 0., ' - ....
_
~~ ~ Minimum ~dim
~,~~ (16 Pi Plate ~iustrate~ ~~/ " 0.l 7~ Thickness ~d Lighter ~z"
~e~on ~ 0.2092 Thickness : 30"
0.239! Thic~ess 30"
05-83-199~ 09:42~N FRO~ ~.H.~a~FF TO 29552~E: F'.09
Grout plugs
!< 18" ~ For pressure groutin, g, liner
I ! sections may be supplied with
9" t O" ~] ~ two-inch standard pipe I~all
couplings welded Into a hole in
!~ the center corrugatibn. Cou-
I i plings are fitted with threaded
[ / ~ Nx~ 2" Standard Half Coupling] plugs.
, i x As an option, grout '.holes may
I ' - ~ be supplied as threaded holes
i "'~ on 12-gage and heavier plates
~"--'--'- for two-inch standard pipe
] located in the-side of the
~: ~ center corrugation, tn the
~ ' ' middle of the plate.
I
,~- \ Pi Plate ,I Z
.~ 16 ; 26S/s''
14 i 23~/2"
i
: (_'
J Location of Tapped Hole :
Ii Location of coupling or tapped hole
· along the plate length. '
:'._. '._ .: :-.::._~'"~.. 108"
i'
7-..qage Black or Ga!vani2ed
18" Length ~1~o Available
Base channel for arches
Base plates are used to support
arch-shaped tunnel liners.