Coppell Comm 1R3-CS041027COPPELL
P.O. Box 9478
255 Parkway Blvd
Coppell, TX 75019
Phone:(972)304-3679
Fax:(972)304-7041
ENGINEERING DEPARTMENT
FAX COVER SHEET
To: Rez Samari From: Larry Davis
Fax: 972/318-5298 Date: October 27, 2004
Phone: Pages: 1 (including cover sheet)
Re: Royal Park CC: Keith Marvin, P,E
[] Urgent []For Review [] Please Comment X Please Reply [] As Requested
.Comments:
Rez, please provide a submittal that is specific to this project and
the material placed.
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"City of Coppell Engineering - Excellence By Design"
11:18
'9?2 ~54 0913
OSP ENGiNEERIHG a 99?250455?0
~ :.k ~r~in~r'[~g a,~d p~anning
F~',- .~7~ 31 $
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- _. veriz. _n'.: .
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~1~ Designation: C 857 - 95
Standard Practice for
Minimum Structural Design Loading for Underground Precast
Concrete Utility Structures1
l.! ~ practice d~scfib~ ~e mlmmum
~ Io~ [o ~ appE~ whea d~i~S monodic or
~x ~vc~. and ma~n~ ~ve~ ~ S~on C 478
~clud~ ~om ~
N~ ~--g~ ~on~ iMo~6on ~ ~0 S~ S~-
~ou for ~y ~ F~n~
1.2 ~c v~u~ ~ in ~cb-~und
for ~o~a~oa
1,3 Thzs standa~ doe~ no: pu~oa to ~dress all of ~e
safet~ conce~. ~ ~. ~s~iated with its ~e It ~ the
respo~ibility of the ~er of chis standard to establish app~
bilit~ of real. ow limaatio~ prior to ~e.
2. R~fer~nc~
~ I A~M Standard'
C 478 S~fion for Pr~ ReiaCo~d Coa~cte M~-
hole ~o~~
2.2 ~HTO Sta~ard:
S~on Cot Hi.way B~dg~, Fifleea~
3. Te~ol~
~.I Descriptions of T~ $pec~c to This $landard:
3.i. l dead Ioa&~ co~ of any other Io~
3, 1.2 five Ioa&~ cons]st of any mo~ng loa~ ~at
~ ~e design of ~e ~m~u~ ~d ~e~ ~a~d impa~
and surch~e loads.
3.1.3 ulilit~ $t~cture~a ~ ~at ~ u~d by
~. ¢ommum~tlou, or simE~
4. Dea{~ ~ad~
4. l R~f The de~i~ loz~ for ~e roof of any
at or ~low ~und level eonsis~ of the ~ve loa~
impact and dead [oa~ that ~a develop ~ a resMt
such a~ uaed (or roadways and walkwayx
4. I.t L~ve ~The vehicle and I:~/ealfian toad d~ig-
~6o~ ~ ~n ~ Table L Live I~d wh=l ~a~ni ~
4.1.2 Im~t:
4.1.2.1 ~e ~ve loa~ A-16, A-12, ~d A-8 ~o~d ~
~ ~ fogo~ to s~a ~e ~ of impaq:
4.1,2.2 ~ve ~ Incre~e:
0 ~o 12 in. (0 to 305 mm) ~low ~ound level, 30 ~
13 ~ 24 m. (330 to 610 mm) ~low ~ound level, 20 ~
~5 to 35 in. (635 to 889 mm) ~low ~oua~ I~v~l. 10 %
36 ia. (914 mm} or more ~low ~und level. 0 %
4.1J DeM ~ Io~ ~ co~t of ~e wei~t
of ~e r~f, road~, w~ays. ~ f~, a~ o~mng
~ve~. dud any o~er mate~ t~t pr~u~ a ~fie load,
4.1.3.1 R~mmended unit wei~ of matefi~a for d~
4.l ,4 Distrlb~on of Wheel ~ads Though Earth FiI~:
4. l.4. [ ~l loa~ at ~uad level ~ould ~ co~de~
app~ed to a ~hcet lo~ mca ~ laP,ted m Fig. 2(A)
4.[.4.2 ~1 loa~ should ~ ~buted ~low ~ound
level ~ a ~ p~mid. ~ ~o~ ia ~g. 2(B). in w~cb
~e top suffa~ b ~ wh~l load ~ and the ~bu~ load
D~ - ~but~ 10~ ~ ~a(m=)
L ~ ~h~[ [o~ len~. ~ (m). and
- 4.1.4.3 ~ea ~ve~ ~stfibuted load ~ overlap. ~e
to~ load s~ ~ consider~ ~ uni~o~iy ~fibut~ over
· g ~ defia~ by ~e ou~ide ~mi~ of the in~du~ ar~
~ iadicat~ in Fig. 2(C). ~en ~e ~mensioas of the
~m-~si~ ~buted toad ~a excee~ the mol ~ea only
that ~nion of the ~stfibuted load on the mol ~a sh~ &
co~idcred ia ~e design.
15:18 OSP ENGINEERING a 99?230455?0 ~,n ~>? Q05
I~ CS57
4. L4,4 The dJs~ribudou of wheel loads ~,rough eax~h fill
may ~ ne~ected when the d~th of~ exc~ds 8 ff (2.5 m).
4.2 Walls~e d~gn loa~ for the ~s of~y ~cture
at or ~low gound level will con~ of suture loads
resu}fing from live loa~. d~d Ioa~ ~t c~ develop = a
r~ult of ~h pre.ute, hydr~tic proud, and co~c-
a live load sutchaxge pressure of not te.~ than 0.$ % of the
wheel loading oi* the tm~c involved $~ould ~ taken ~s the
~ve load a~ing upon ~e w~ or the
4 2 1.2 Surch~c pr~ur~ for va~o~ live Ica&
fe~d to equiv~n~ hofizont~ flgzd or,sure ~e ~
A.16 16 ~ lb~ wheel x 0.~5 ~ 80 lb~/fl: (3830
~on matefiab such ~ ~ for road~ and ~ays. Load - w...L~[ - ~ ~ Pa~
~amsofliveload su~h~geandde~toa~o~ ~12 12 ~lbf~rwheelX 0.~5 =601b~/g (.873
4.2.1 L[v~LO~ A-8 8 ~lbfp~whee~x0,005 ~401b~/~2(1915 Pa) ~
42. I.I ~en t~t~c ~ come ~n a h~On~ d~nce ~r wheel
fro~ the st~um equ~ to one h~f ~ Refer to 4 2 2 t
ofmc s~urc. A~,3
10/26/2004 15;18 OSP ENGIUEERING ~ 9 72~045570
857
F3G. 2(A) Whe~l Load Atom
FIG. 2(8) Oi~t~b~e~ Load Area
4.2.1.3 Surcharge pressures resulting from live loads may
be neglected when thc distance from ground level exceeds g
R (2.5 m).
4.;'.2 Dead £oads:
4.2.2.1 The dead toact~ will consist of an ~arth pressure
above ground water level and hydrostatic pressure plus a
modified earth pressure below ground water level. The earth
pressure above ground water level and the modified earth
pressure below ground wa. tot level will be convened [o a
horizolltal pressure using RankJne's Theory on active earth
pressure. No structure will be deilgncd {'or less than a 30
Ib/ft~ (143~[ Pa) horizontal pce.~ure.
4].'~.2 Foc thc general cm~ when ~ru¢tures are placed in
arena where thc soil sur£acc does not slope :he horizontal
pre. ute acting at a Doint on the wall o£~he structure above
~round water level will be:
where:
P =- horizonta[ pressure, lb£/ft: (Pa)
K~ - coefficient of active earth pressure = (I - sin ~)/(l +
sin ~,)
e -- angJe of internal friction of the soil. dee (md),
FF = '0rtit weight of soil, Ib/Ra {k~$/m~) and
H ; distance from iFound level to the point on the w~.
under con$iderat[on, i~ (m).
4.2.2.3 In special cases, when structures ate placed in
3OO
10×26~2004 15:18 OSP ENGINEERING 9 99?230435?0 ~n ~? QO?
~1~ C 857
a.,'ea~ where the ~dil st ~=ac.e ~s sinpln~, the h~on~
~ at · ~t on ~e ~ a~vc ~d
~ bo~on~ p~u~. Ibt'/~· (PaL
· e ~o~oo~ p~ at pound ~r
co~C ~om ~ouad waler level to
4,2,2.4 ~e ho~on~ pr~ ~t ~ de~lop ~low
plm ho~oa~ pr~e ~g ~m ~e wei~t of
w~ oeec ~e below ~ound ~ter le~l
P~ ~ hy~o~c pr~ure, Ibf/fl] (~),
W~ = u~t wei~t of water, Ib/~3 (~mS),
~ under co~demfion, ~
~e ho~on~ pr~ure a~ng at · ~int
~aure ~low ~ouud water Ievei ~ulfint f~m ~e wei~t
ofsubme~ed ~fl ~:
-- ho~ou~ pre~ ~rom submerg~ ~. lbf/fl
(Pa3
W~ - W. - u~: wei~t of~ 1~ ~c u~t wei~t of water,
lb/fl~
= COc~cicn/of active e~h pr~ure = (1 - dn
= a~gle of internal fi'ietion of the sod, deg (~t).
and
- distance from ~tou~d. water level ~o file point
on file wall uuder consic~emtion, fi (m).
No~ ~T~e ~*{T',ci~nt of active ~ p~'~*~ ~ ~,gd for t~¢
4.9 ~,~e.'
4.3, I Live Load,--The llve loads transmitted to the base
comi.~ of the maximum value possible of live loach that can
be imposed on the roof. Th~ hl¢lud~s the total number of
wheel loads that can sim~lUmeously be placed on the
4,3.2 DeadLe~ts--The de~d loads on file base consist of
the d~d Ic~ls impo*ed on ~e roof plu~ the weight of the
structure excluding the bo.se, or the hydrostatic pr~u.re
~dng on the base, whichever z~ I~eater 4.4 ,4cee~oge$ Loading:
4.4. I Cable Pulling Device$~ble puRi~g devines in ~ll
m-ucture~ are d~$ued for the working loads ~[i~ by the
~qfie user. Thc~e worldug loads can be compensated for in
the de6gn of the structure and are considered, in =ddleion to
the des/go loads.
4.4.2 Lifting Dev[ee.~--I. igiag device~ in ali structur~
de~n~ for a load equivalem to three fime~ the weight of
file structure, uffi~ng no more rh~. three lifting p~inu. The
loads imlmsed at the [Lvting point~ are considered in the de~ign
of the ra-ac'&tre,
4.4,3 LVqui;vment Mounang Devices--The structure [.5 de-
implied on file mounting de'ace, as requ~d by
These loads ~e considered in the design of fl~e structure_
$. Significance ~d Use
$,1 TI~ practice is intendecl ~o ~tandarc~lze thc minimum
structural design loading foe underground prec~st concrete
utility ~.ructure~,
5.2 Thc user shalI vedff'y the anticipated field
and requlr~meu~ with design loads ~eater than those
specified ia this Standard.
6. Kerwords
6.1 minimum structural design criteria; peecasr concrete;
301
10/26/2004 1]:18 OSP ENGINEERING a 99?2]04]5?0 ~N ~27 ~08
302
ENGINEERING e 99?230435?0
TORSION HINGED STEEL
SECTION - SIDE WALL
4'-O"x6'-6'x48"
APPROXIMATE WEIGHTS
, PI II I I~lftV ....... ~
CONDUIT ENTRY 4'-0"x6'-6"x48" MINIMUM EXCAVATION
PULL BOX
.t
[~0~
13:18 OSP ENGINEERING
I
Hinged..H-20 Cover
Weight - ~-70 Lbs.
Item# - 7205750
SBC LOGO PLATE
r ,,~,~. ~' 1
PID# 70~ 076796
[~ Oldcastle Precas~ SBC-3X5 COVER 3'~" x 5'-0" x 3 1/2"
,~ ~: ~o~,,~ac-~x5 ~oo.~wc SBC HINGED H-20 COVER
Phone: 817,453.1054 FOX: 817,~,~07,.,, ~,oldcastlepre~st,com Copyright ~ 20D~,~
10.'26/2004 13:18 aSP ENGINEERING + 99?250455?0 k~n ~27 ~10
8 ~ SPECIFICATIONS:
Strength of
r ~ 2. S[eel Reinforcement:
ASTM A-615, Grade 60,
J ~ ~- '" 3, Loading: Designed for
m ~ -- , Knockout H20 Loading,
, ~ ,, ~r Cable Rock
~ 35~ Access Opening
PLAN VIEW
~ 36"~ Access Opening
F Knockout " ~ ~ "
J Eac~ End) ~
J ' Each End)
Inse~ [Typical)
Pulling Ir ump Brass Grounding
(Typical) ~ wi(h Cover (Typicot o¢ ~ Each Side)
SECTION A-A SECTION B-B
~ OIdcastl~ Precas¢ VERIZON466 41-0'' x 6'-6" x 6'~" I.D.
.~ ~..~ :~U~ER~ZON-486_B,d~g VERIZON Splice Box
10/26/2094 15:18 OSP ENGINEERING a 99?239455?9 Mn
I
' r"'---S" (Typ)
.i! 3'-3" ,i'~.,.._5,, (--7/>>
ITEM I.D. #-18001~
t~ I VERiZON-466 4'-0" x 6'-6" x 6'-6" I.D.
OldeasUe Prec~¢
~ "*~C: 250U~RIZON-~65_r.d~g VERIZON Splice Box
~u[ ~: Janua~, 2005
Phone; 817.~3.1054 Fo~: B17.4~.4007 ~.oldcastle~reca~t. com Co/>yright ~ 2002
10/26/2004
OSP ENGINEERING a 99?250435?0
02'7
IIFJ
INTERIOR PLAN
SECTION - SIDE WALL
6'-O"xS'-O"x48"
APPROXIMATE WEIGHTS
PULL BOX ~c,~CT,C,, ,~L~
[212