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February 1, 2013
1320 Executive Center Drive, Suite 100 Tallahassee, Florida 32301 Phone: 850-205-0460 Certificate of Authorization No. 28861
Load Rating Calculations SR 30 (US 98) at Cody Avenue SPUI
FDOT District 3 SR 30 at Cody Avenue SPUI Okaloosa County, Florida New Construction Contract No. E3K85 FPID: 415067-2-52-01
Contents Load Rating Criteria 1 Load Rating Summary Form 3 Load Rating Data Table 4 Plan Sheets 5 Inventory & Permit Ratings 8
Load Rating Criteria AASHTO and FDOT Load Rating references and requirements
Load Rating Summary Form
Load Rating Data Table
Plan sheets Bridge Plan & Elevation Bridge Typical Section Beam Data Table Sheet
Inventory & Permit Ratings Exterior Beam Prestressed Beam Design Interior Beam Prestressed Beam Design
Load Rating Calculations SR 30 (US 98) at Cody Avenue
FDOT District 2 SR 30 at Cody Avenue SPUI Okaloosa County, Florida New Construction Contract No. E3K83 FPID: 415067-2-52-01
1320 Executive Center Drive, Suite 100 Tallahassee, Florida 32301
Phone: 850-205-0460 Certificate of Authorization No. 28861
LOADRATINGCRITERIA
SR 30 (US 98) AT CODY AVENUE SPUI
DESCRIPTIONLocationNewBridgeConstructionSinglePointUrbanInterchangeSR30(US98)atCodyAvenueOkaloosaCounty,FloridaBridgeTypicalSectionTrafficLanes: 2120lanesineachdirectionShoulders: 60Inside/100OutsideTrafficBarriers: 32FShape(Index420&421)
REFERENCESDesignReferencesFDOTBridgeLoadRatingManual(August2012)AASHTOManualforBridgeEvaluation(2ndEd.,2011)(LRFD)FDOTStructuresDesignManual(January2012)(FDOTSDG)
UNITSU.S.Customary
DESIGNMETHODOLOGYLoadandResistanceFactorRating(LRFR)
DESIGNLOADINGSDeadLoadsUnitWeightofConcrete150pcf
1
FutureWearingSurfaceNoneStayinplaceforms20psfTrafficRailingFShape420plf/FShapeMedian485psfUtilityLoad15psf;inputasfuturewearingsurface,loadfactoris1.5(DW)SacrificialdeckthicknessLiveLoadsHL93FL120(PermitLoad)
ENVIRONMENTALCONDITIONSSuperstructureisclassifiedasextremelyaggressiveSubstructureisclassifiedasextremelyaggressive
MATERIALSConcretePerFDOTSpecification346CIPConcreteshallbeClassIV(fc=5.5ksi)(regardlessofenvironmentalclassification)UseK=0.9forModulusofElasticityReinforcingSteelShallbeASTMA615,Grade60
2
4
5
6
7
Proj
ect
"SR
30
at C
ody
SPU
I"
LRFD
Pre
stre
ssed
B
eam
Pro
gram
Des
igne
dBy
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ate
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17/2
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filen
ame
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ruct
ures
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gram
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31\B
eam
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opy.
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ent
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reyH
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raph
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ode
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ue T
ext =
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men
tary
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ge L
ayou
t and
Dim
ensi
ons
L bea
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0.7
ft
Span
189.
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B
earin
gDis
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e9
in
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idth
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Th
ese
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gnat
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d in
our
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dard
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he u
ser c
an a
lso
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tea
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te fi
le f
or a
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t the
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te.
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mTy
peTo
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IB96
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2/4/
2013
LRFD
psbe
am.x
mcd
v3.
311
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rhan
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Spac
ing
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ms
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elta
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r cal
cula
ting
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ribu
tion
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ors
mus
t be
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er in
teri
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r ext
erio
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ionT
ype
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nsfo
rmed
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ross
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rans
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ses t
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ly ig
nori
ngth
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oes n
ot in
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astic
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rans
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clud
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fect
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he tr
ansf
orm
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reas
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the
sect
ion
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ertie
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b e7.
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fect
ive
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thLR
FD 4
.6.2
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ift sl
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ind
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ide
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um sl
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ide
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lass
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ronm
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nsity
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ft3
stre
ngth
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rete
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0.15
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stre
ngth
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rete
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eam
8.5
ksi
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ght o
f fut
ure
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ring
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ace
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ght fu
ture
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0.02
kip
ft2
rele
ase
beam
stre
ngth
f ci.b
eam
6ks
i
ty
pe o
f cou
rse
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egat
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lorid
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r "S
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rega
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rela
tive
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idity
H75
n df c
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ab
used
in d
istr
ibut
ion
calc
ulat
ion
n d1.
24
Agg
Fact
orif
Agg
rega
teTy
pe"F
lorid
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(
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]
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ggFa
ctor
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Fact
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i.bea
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ctor
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am c
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ulus
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E c47
76ks
i
Pres
tres
sing
Tend
ons:
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
312
8
tend
on u
ltim
ate
tens
ile st
reng
thf p
u27
0ks
i
te
ndon
mod
ulus
of e
last
icity
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ksi
ratio
of t
endo
n m
odul
us
to in
itial
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m c
oncr
ete
mod
ulus
n pi
E p E ci
tim
e in
day
sbe
twee
n ja
ckin
gan
d tr
ansf
er
t j1.
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ratio
of t
endo
n m
odul
us
to b
eam
con
cret
e m
odul
usn p
E p E c
Mild
Ste
el:
mild
stee
l yie
ld st
reng
th
f y60
ksi
mild
stee
l mod
ulus
of e
last
icity
E s29
000
ksi
ratio
of r
ebar
mod
ulus
to
initi
al b
eam
con
cret
em
odul
us
n mi
E s E ci
n m
i7.
23
area
per
uni
t wid
th o
f lo
ngitu
dina
l sla
b re
inf.
Asl
ab.re
bar
0in
2 ft
ratio
of r
ebar
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ulus
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bea
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oncr
ete
mod
ulus
n mE s E c
n m
6.07
ar
ea o
f mild
rein
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at
cent
roid
of b
ar lo
catio
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in2
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stan
ce fr
om to
p of
slab
to c
entr
oid
of sl
ab re
inf.
d sla
b.re
bar
4in
d di
stan
ce fr
om to
p of
beam
to c
entr
oid
of m
ildfle
xura
l ten
sion
rein
f.
d lon
g0
in
Size
of b
ar u
sed
crea
te
used
to c
alcu
late
dev
elop
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t le
ngth
Bar
Size
5
Perm
it Lo
ads
This
is th
e nu
mbe
r of w
heel
load
s tha
t com
pris
e th
e tr
uck,
max
for D
LL is
11
Perm
itAxl
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Inde
xes u
sed
to id
entif
y va
lues
in th
e P
and
dve
ctor
sq
0Pe
rmitA
xles
1(
)
qt
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rmitA
xles
Perm
itAxl
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dT13
.33
53.3
353
.33
()
kip
Perm
itAxl
eSpa
cing
T0
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0(
)ft
Dis
trib
utio
n Fa
ctor
s
Dat
aMes
sage
"Thi
s is a
Sin
gle
Web
Bea
m D
esig
n, A
ASH
TO d
istri
butio
n fa
ctor
s use
d"
calc
ulat
ed v
alue
s:
tmp_
g mom
0.77
tm
p_g s
hear
0.77
user
val
ue o
verr
ides
(opt
iona
l):
user
_gm
om0
us
er_g
shea
r0
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
313
valu
e ch
eck
g mom
ifus
er_g
mom
0zus
er_g
mom
tm
p_g m
om
g m
om0.
77
g she
arif
user
_gsh
ear
0zus
er_g
shea
r
tmp_
g she
ar
g s
hear
0.77
Sect
ion
View
s
01
23
486420
Bea
m S
ectio
n
Bea
mTy
pe1
zxx
ft
Bea
mTy
pe0
zxx
ft
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
314
9
02
46
886420
slab
effe
ctiv
e sl
abbe
am
Tota
l Sla
b, E
ffec
tive
Slab
, and
Bea
m
feet
feet
Non
-Com
posit
e D
ead
Load
Inpu
t:
wsl
ab1.
03ki
p ft
wbe
am1.
279
kip ft
w
form
s0.
038
kip ft
addi
tiona
l non
com
posi
te d
ead
load
(pos
itive
or n
egat
ive)
note
: not
save
d to
dat
a fil
e, m
ay b
e sa
ved
to M
athc
ad w
orks
heet
.A
dd_w
nonc
omp
0.0
kip ft
wno
ncom
posi
tew
slab
wbe
am
wfo
rms
A
dd_w
nonc
omp
wno
ncom
posi
te2.
346
kip ft
wb n
onco
mpo
site
wsl
abw
form
s
Add
_wno
ncom
p
w
b non
com
posi
te1.
068
kip ft
Dia
phra
gms/P
oint
Loa
d In
put
End
Dia
phra
gms o
r Mis
c. P
oint
Loa
ds o
ver
bear
ing.
.. in
clud
ed in
bea
ring
reac
tion
calc
ulat
ion
only
Inte
rmed
iate
Dia
phra
gms o
r Mis
c. P
oint
Loa
ds...
incl
uded
in sh
ear,
mom
ent,
and
bear
ing
reac
tion
calc
ulat
ions
EndD
iaph
ragm
A3.
24ki
p
be
gin
brid
geIn
tDia
phra
gmB
0ki
p
in
put l
oad
is p
er b
eam
Dis
tB0
ft
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
315
Long
itudi
nal D
ista
nce
B, C
,&
D -
Mea
sure
d fr
om C
LBe
arin
g at
beg
in b
ridg
eEn
dDia
phra
gmE
3.24
kip
end
brid
geIn
tDia
phra
gmC
0ki
p
D
istC
0ft
IntD
iaph
ragm
D0
kip
Dis
tD0
ft
Com
posit
e D
ead
Load
Inpu
t:
wfu
ture
.ws
0.09
2ki
p ft
wba
rrie
r0.
12ki
p ft
addi
tiona
l com
posi
te d
ead
load
(pos
itive
or n
egat
ive)
note
: not
save
d to
dat
a fil
e, m
ay b
e sa
ved
to M
athc
ad w
orks
heet
Add
_wco
mp
0.0
kip ft
wco
mpo
site
wfu
ture
.ws
wba
rrie
r
Add
_wco
mp
wco
mpo
site
0.21
2ki
p ft
wco
mp.
str
wba
rrie
rA
dd_w
com
p
w
com
p.st
r0.
12ki
p ft
Rel
ease
Dea
d Lo
ad M
omen
ts a
nd S
hear
050
100
150
200
2000
200
0
4000
6000
Rel
ease
DL,
M(k
ip-f
t) &
V(k
ip)
Mre
leas
e nki
pft
Vre
leas
e nki
p
Loca
tion n
ft
max
Mre
leas
e
58
12ki
pft
max
Vre
leas
e
12
1.9
kip
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
316
10
Non
com
posi
te D
ead
Load
Mom
ents
and
She
ar
050
100
150
200
5000
500
0
1000
0
1500
0N
onco
mp.
DL,
M(k
ip-f
t) &
V(k
ip)
Mdl
.non
.com
p nki
pft
Vdl
.non
.com
p nki
p
Loca
tion n
ft
max
Mdl
.non
.com
p
1
104
uki
pft
max
Vdl
.non
.com
p
22
2ki
p
Com
posi
te D
ead
Load
Mom
ents
and
She
ar
050
100
150
200
200
20040
0
600
800
110
3u
Com
posi
te D
L, M
(kip
-ft)
& V
(kip
)
Mdl
.com
p nki
pft
Vdl
.com
p nki
p
Loca
tion n
ft
max
Mdl
.com
p
94
9.3
kip
ft
m
axV
dl.c
omp
20.1
kip
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
317
Dis
trib
uted
Liv
e Lo
ad M
omen
ts a
nd S
hear
050
100
150
200
2000
200
0
4000
6000
Dis
t. LL
, M
(kip
-ft)
& V
(kip
)
Mdi
st.li
ve.p
osn
kip
ftM
dist
.live
.neg
nki
pft
Vdi
st.li
ve.p
osn
kip
Vdi
st.li
ve.n
egn
kip
Msh
r dis
t.liv
e.po
s nki
pft
Msh
r dis
t.liv
e.ne
g nki
pft
Loca
tion n
ft
Beam
End
Rea
ctio
ns...
w
ith IM
fact
or o
nly
max
Mdi
st.li
ve.p
os
54
34.9
kip
ft
m
inM
dist
.live
.neg
24.9
ki
pft
Rea
ctio
n LL
118.
02ki
p
m
axV
dist
.live
.pos
117.
2ki
p
m
axM
shr d
ist.l
ive.
pos
4378
.1ki
pft
Rea
ctio
n DC
238.
44ki
p
R
eact
ion D
W8.
76ki
p
. .
Pres
tres
s St
rand
Lay
out I
nput
Stra
nd P
atte
rnG
ener
ator
:In
struc
tions
:St
rand
Pat
tern
Inpu
t Mod
e:
Dou
ble
clic
k th
e ic
on to
ope
n th
e 'S
tran
d Pa
ttern
Gen
erat
or'.
Spec
ify th
e ty
pe, l
ocat
ion,
size
, and
debo
ndin
g of
stra
nds.
Whe
n fin
ishe
d, p
ress
the
'Con
tinue
' but
ton.
Cal
cula
te w
orks
heet
(ctr
l+F9
) to
upda
te st
rand
pat
tern
(see
Ten
don
Layo
ut b
elow
).
Stra
ndTe
mpl
ate
Stan
dard
Cus
tom
Colla
psed
Reg
ion
for C
usto
m S
trand
Size
s...
. . 2/4/
2013
LRFD
psbe
am.x
mcd
v3.
318
11
chec
k 3
- les
s tha
n 40
% o
f deb
onde
d te
ndon
s ter
min
ated
at
sam
e se
ctio
n
Che
ckPa
ttern
0"O
K"
ch
eck
0 - n
o de
bond
ed te
ndon
in o
utsi
de ro
w
Che
ckPa
ttern
1"O
K"
ch
eck
1 - l
ess t
han
25%
deb
onde
d te
ndon
s tot
al
Che
ckPa
ttern
2"O
K"
ch
eck
2 - l
ess t
han
40%
deb
onde
d te
ndon
s in
any
row
Che
ckPa
ttern
3"O
K"
(L
RFD
5.1
1.4.
3)
Che
ckPa
ttern
4"O
K"
ch
eck
4 - m
ore
than
hal
f bea
m d
epth
deb
ond
leng
th(S
DG
4.3
.1.E
)
Tend
on L
ayou
t
010
2030
4050
96.9
689
.026
81.
092
73.
158
65.
224
57.2
949
.356
41.
422
Deb
onde
dFu
ll Le
ngth
Dra
ped
Bea
m S
urfa
ce
Rel
ease
Str
esse
s
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
319
050
100
150
200
43211R
elea
se S
tress
es (k
si) T
op, B
ot.,
& A
llow
.
f top.
beam
.rel n
ksi
f bot
.bea
m.re
l nks
i
f all.
tens
ion.
rel n
ksi
f all.
com
p.re
l nks
i
Loca
tion n
ft
Fina
l Str
esse
s
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3110
12
050
100
150
200
6422Fi
nal S
tress
es (k
si) T
op, B
ot.,
& A
llow
able
f top.
beam
.stag
e8.c
1 nks
i
f top_
slab
.stag
e8.c
2 nks
i
f top.
beam
.stag
e8.c
2 nks
i
f bot
.bea
m.st
age8
.c2 n
ksi
f top.
beam
.stag
e8.c
3 nks
i
f all.
com
p.ca
se1 n
ksi
f all.
com
p.ca
se2 n
ksi
f all.
com
p.ca
se3 n
ksi
f all.
tens
ion n
ksi
Loca
tion n
ft
Stre
ss C
heck
s
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2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3111
min
CR
_fco
mp.
stag
e8.c
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ck_f
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2/4/
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LRFD
psbe
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13
050
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2/4/
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psbe
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2/4/
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LRFD
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2/4/
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3115
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2/4/
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put f
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2/4/
2013
LRFD
psbe
am.x
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3117
user
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2/4/
2013
LRFD
psbe
am.x
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v3.
3118
16
020
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2/4/
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LRFD
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2/4/
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LRFD
psbe
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3120
17
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ch
eck 2
Acc
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Che
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chec
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a
chec
k 14
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k 18
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terf
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chec
k 22
Che
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1
chec
k 23
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ttern
2
chec
k 24
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3
chec
k 25
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4
chec
k 26
Che
ckIn
terf
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teel
ch
eck 2
7C
heck
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ndFi
t
chec
k 28
Che
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DG
1.2.
Dis
play
2
clic
k ta
ble
to re
veal
scro
ll ba
r...
chec
kT0
12
34
0"O
K"
"N.A
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.A."
"OK
"...
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3121
Lin
k to
Not
e- C
heck
s, 0,
1 &
2
Tota
lChe
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LRFR
Loa
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ting
Sum
mar
y D
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estr
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Brid
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Fla
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Stru
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anua
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) Vol
-8:
FDO
T M
odifi
catio
ns to
LRF
R
Mom
ent (
Stre
ngth
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tress
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vice
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ear (
Stre
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)
HL-
93 H
L-9
3 HL-
93
LRFR
load
ratin
g
"Lim
it St
ate"
"Stre
ngth
I(In
v)"
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I(O
p)"
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vice
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s"
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1 1
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(ft)"
1 1 1 1 1 1
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(ft)"
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H
L-9
3 Perm
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LRFR
load
ratin
g 11
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load
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hear
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load
ratin
g 31
g mom
LRFR
load
ratin
g 41
g mom
m
ax
mom
1
shr
0.9
(L
RFD
5.5
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LRFR
load
ratin
g 51
g mom
LR
FRlo
adra
ting 5
5g s
hear
c1.
0
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R Ta
ble
6-2)
LRFR
load
ratin
g 61
g mom
s1.
0
(SM
Vol
-8 6
.4.2
.4)
Vtru
ck.p
oshs
ifV
truck
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hs0
lbf
d
0.1
lbf
Vtru
ck.p
oshs
Vla
ne.p
oshs
ifV
lane
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hs0
lbf
d
0.1
lbf
Vla
ne.p
oshs
Vpe
rmit.
pos h
sif
Vpe
rmit.
pos h
s0
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d
0.1
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rmit.
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s
Vla
ne.p
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it.po
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lane
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mit.
pos h
s0
lbf
d
0.1
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ne.p
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it.po
s hs
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3122
18
HL-
93 S
hear
Cap
acity
Cal
cula
tions
:
(LRF
D 5
.8.2
.9-1
)
v ish
ear
0.76
ksi
v hs
Vpo
s.Str1
hs
shr
Vp h
s
shr
b vd v
hs
v i
shea
rf c
.bea
m0.
09
ta
ble
ta
ble
x
row col
coun
t
Val
ues
Vpo
s.Str1
Msh
r pos
.Str1
v
ta
ble h
sif
hsis
hear
tabl
e ish
ear
tabl
e hs
ta
ble h
sif
hsis
hear
tabl
e ish
ear
tabl
e hs
x 1
x 2
ta
ble i
shea
r20
.4
ta
ble i
shea
r3.
38
x i
shea
r0.
14
row
ishe
ar1
col is
hear
1 co
unt is
hear
7
LRFD
5.8
.3.4
.2
s h
sj
hsm
j
Msh
r pos
.Str1
j
d vj
0.5N
u
Vpo
s.Str1
jV
p j
A
pss j
Aps
dsj
f po j
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s.lon
g j
E pA
pss j
Aps
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m
j
0.00
6m
j
0.00
6!
if
j
Msh
r pos
.Str1
j
d vj
0.5N
u
Vpo
s.Str1
jV
p j
A
pss j
Aps
dsj
f po j
E sA
s.lon
g j
E pA
pss j
Aps
dsj
E c
Ac.
tens
ion
m
j0
if
j
0.00
04
m
j0.
0004
if
j
s 1
s 2
smoo
th b
oth
q an
d b
vxhs
Loca
tion h
s
sm
ooth
ksm
ooth
vx m
tabl
e
1
sm
ooth
ksm
ooth
vx m
tabl
e
1
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3123
x h
s
x h
s
1000
dir h
s29
3500
s hs
di
r hs
4.8
175
0s h
s
C
c
s
Rn
=fo
r Str
engt
h Li
mit
Stat
es(L
RFR
6.4.
2.1)
(SM
Vol
-8 T
able
6-1
)C
f R=
for S
ervi
ce L
imit
Stat
es
Vc.
1 hs
0.03
16
dir h
s
f c.b
eam
ksi
b vd v
hs
V
c.1 i
shea
r40
0.17
kip
Vcp
hsif
Vci
hsV
cwhs
!V
cwhs
V
cihs
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ar30
7.3
kip
Vc.
3 hs
0.03
16
smoo
thhs
f c
.bea
mks
i
b v
d vhs
Vc.
3 ish
ear
212.
8ki
p
Vc
aSh
earM
etho
dm V
jV
c.1 j
ma
1=
if
Vj
Vcp
jm
a2
=if
Vj
Vc.
3 jm
a3
=if
j0
last
Loca
tion
()
21
for
V
aSh
earM
etho
dm
j
dir j
deg
m
a1
=if
j
2 j
ma
2=
if
j
sm
ooth
jde
g
ma
3=
if
j0
last
Loca
tion
()
21
for
lo
ng.S
tr1
fo
r lon
gitu
dina
l ste
el c
heck
Vc i
shea
r40
0.2
kip
shea
r res
ista
nce
of tr
ansv
erse
rein
forc
emen
t, H
L-93
(LRF
D C
5.8.
3.3-
1)
Vs.p
rov.
shr h
sA
v.pr
ov.sh
r hs
f yd v
hs
cot
hs
max
Vs.p
rov.
shr
579
kip
()
nom
inal
and
fact
ored
shea
r res
ista
nce,
HL-
93(L
RFD
5.8
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sh
r0.
9
Vn.
StrI h
sV
c hs
Vs.p
rov.
shr h
s
Vp h
sif
Shea
rMet
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1=
()
Shea
rMet
hod
3=
()
1
0[
]
Perm
it Sh
ear C
apac
ity C
alcu
latio
ns:
(LRF
D 5
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)
v ish
ear
0.76
ksi
v hs
Vpo
s.Str2
hs
shr
Vp h
s
shr
b vd v
hs
v i
shea
rf c
.bea
m0.
08
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3124
19
ta
ble
ta
ble
x
row col
coun
t
Val
ues
Vpo
s.Str2
Msh
r pos
.Str2
v
ta
ble h
sif
hsis
hear
tabl
e ish
ear
tabl
e hs
ta
ble h
sif
hsis
hear
tabl
e ish
ear
tabl
e hs
x 1
x 2
ta
ble i
shea
r20
.4
ta
ble i
shea
r3.
38
x i
shea
r0.
16
row
ishe
ar1
col is
hear
1 co
unt is
hear
7
LRFD
5.8
.3.4
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s h
sj
hsm
j
Msh
r pos
.Str2
j
d vj
0.5N
u
Vpo
s.Str2
jV
p j
A
pss j
Aps
dsj
f po j
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s.lon
g j
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pss j
Aps
dsj
m
j
0.00
6m
j
0.00
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if
j
Msh
r pos
.Str2
j
d vj
0.5N
u
Vpo
s.Str2
jV
p j
A
pss j
Aps
dsj
f po j
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s.lon
g j
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pss j
Aps
dsj
E c
Ac.
tens
ion
m
j0
if
j
0.00
04
m
j0.
0004
if
j
s 1
s 2
smoo
th b
oth
q an
d b
vxhs
Loca
tion h
s
sm
ooth
ksm
ooth
vx m
tabl
e
1
sm
ooth
ksm
ooth
vx m
tabl
e
1
x h
s
x h
s
1000
dir h
s29
3500
s hs
di
r hs
4.8
175
0s h
s
C
c
s
Rn
=fo
r Str
engt
h Li
mit
Stat
es(L
RFR
6.4.
2.1)
(SM
Vol
-8 T
able
6-1
)C
f R=
for S
ervi
ce L
imit
Stat
es
Vc.
1 hs
0.03
16
dir h
s
f c.b
eam
ksi
b vd v
hs
V
c.1 i
shea
r40
9.43
kip
Vcp
hsif
Vci
hsV
cwhs
!V
cwhs
V
cihs
Vcp
ishe
ar30
7.3
kip
Vc.
3 hs
0.03
16
smoo
thhs
f c
.bea
mks
i
b v
d vhs
Vc.
3 ish
ear
212.
8ki
p
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3125
Vc
aSh
earM
etho
dm V
jV
c.1 j
ma
1=
if
Vj
Vcp
jm
a2
=if
Vj
Vc.
3 jm
a3
=if
j0
last
Loca
tion
()
21
for
V
aSh
earM
etho
dm
j
dir j
deg
m
a1
=if
j
2 j
ma
2=
if
j
sm
ooth
jde
g
ma
3=
if
j0
last
Loca
tion
()
21
for
lo
ng.S
tr2
fo
r lon
gitu
dina
l ste
el c
heck
Vc i
shea
r40
9.4
kip
shea
r res
ista
nce
of tr
ansv
erse
rein
forc
emen
t, Pe
rmit
(LRF
D C
5.8.
3.3-
1)
Vs.p
rov.
shr h
sA
v.pr
ov.sh
r hs
f yd v
hs
cot
hs
max
Vs.p
rov.
shr
579
kip
()
nom
inal
shea
r res
ista
nce,
Per
mit
(LRF
D 5
.8.2
.1-2
)
shr
0.9
Vn.
StrI
I hs
Vc h
sV
s.pro
v.sh
r hs
V
p hs
ifSh
earM
etho
d1
=(
)Sh
earM
etho
d3
=(
)
10
[]
RF
C
DC
DC(
)
D
W
DW()
LLL
IM(
)=
C
c
s
Rn
=fo
r Str
engt
h Li
mit
Stat
es(L
RFR
6.4.
2.1)
(SM
Vol
-8 T
able
6-1
)C
f R=
for S
ervi
ce L
imit
Stat
es
RFm
omD
esig
n.St
rI.in
v mn
c
s
mom
mn
M
n mn
0
1.
25M
dl.n
on.c
omp m
nM
dl.c
omp.
str m
n
1.5
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1.75
1.33
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n
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n
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m
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s
mom
mn
M
n mn
0
1.
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dl.n
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dl.c
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str m
n
1.5
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1.35
1.33
Mtru
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n
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ne.p
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n
g mo
m
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3126
20
RFm
omPe
rmit.
StrI
I mn
c
s
mom
mn
M
n mn
0
1.
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dl.n
on.c
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dl.c
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n
1.5
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1.35
1.33
Mpe
rmit.
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n
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ne.p
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it.po
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s
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V
n.St
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1.
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dl.c
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s
1.5
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1.75
1.33
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lane
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hs
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ar
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p hs
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s
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n.St
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s
1.5
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s
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it.po
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lane
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mit.
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s
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6-9
B)
f R.c
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0.6
f c.b
eam
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ksi
f R.te
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sign
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it n7.
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it 00.
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i
f top.
beam
.DC n
nc
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Mdl
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p.st
r n
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cn
Mdl
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p.st
r n
0
in
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Itrnc
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nc
Btr n
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2
f top.
beam
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e6n
f top.
beam
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nnc
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cn
Mdl
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s n
nc
Atr n
cn
Mdl
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re.w
s n
0
in
nc
Atr n
cn
nc
Itrnc
n
nc
Btr n
cn
2
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3127
f top.
beam
.LL n
nc
Btr n
cn
Mdi
st.li
ve.p
osn
nc
Atr n
cn
Mdi
st.li
ve.p
osn
0in
nc
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cn
nc
Itrnc
n
nc
Btr n
cn
2
f top.
beam
.per
mit n
nc
Btr n
cn
Mdi
st.li
ve.p
erm
it.po
s n
nc
Atr n
cn
Mdi
st.li
ve.p
erm
it.po
s n
0
in
nc
Atr n
cn
nc
Itrnc
n
nc
Btr n
cn
2
f bot
.bea
m.D
C nnc
Btr n
cn
Mdl
.com
p.st
r n
nc
Atr n
cn
Mdl
.com
p.st
r n
B
eam
5
in
nc
Atr n
cn
nc
Itrnc
n
nc
Btr n
cn
2
f bot
.bea
m.st
age6
n
f bot
.bea
m.D
Wn
nc
Btr n
cn
Mdl
.futu
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s n
nc
Atr n
cn
Mdl
.futu
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s n
B
eam
5
in
nc
Atr n
cn
nc
Itrnc
n
nc
Btr n
cn
2
f bot
.bea
m.L
L nnc
Btr n
cn
Mdi
st.li
ve.p
osn
nc
Atr n
cn
Mdi
st.li
ve.p
osn
Bea
m5
in
nc
Atr n
cn
nc
Itrnc
n
nc
Btr n
cn
2
f bot
.bea
m.p
erm
it nnc
Btr n
cn
Mdi
st.li
ve.p
erm
it.po
s n
nc
Atr n
cn
Mdi
st.li
ve.p
erm
it.po
s n
B
eam
5
in
nc
Atr n
cn
nc
Itrnc
n
nc
Btr n
cn
2
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3128
21
f top.
beam
.LL n
iff to
p.be
am.L
L n0
psi
t
0.1
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i
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p.be
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iff to
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it n
RFm
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ign.
Serv
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f R.c
omp n
1.0
f top.
beam
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beam
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n
0.
8
f top.
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n.D
esig
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f R.te
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n
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0
f top.
beam
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mit n
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esig
n.Se
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Des
ign.
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III n
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esig
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n
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ign.
Serv
III n
R
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ten.
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ign.
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esig
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ign.
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ign.
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III n
R
Fmom
ten.
Des
ign.
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III.o
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3129
sortR
FR
F(
)an
s 010
0m RF
i10
0m
RF i
0dif
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RF i
man
s 1i
m
RF i
ans 0
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r
ans
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row
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for
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also
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also
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RFs
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RFm
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R
Fmom
Des
ign.
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nal 0
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FR
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ign.
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57
RFm
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also
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RFm
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Serv
I
RFm
omPe
rmit.
Serv
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2.83
LRFR
load
ratin
g 12
RFm
omD
esig
n.St
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v.fin
al0
LR
FRlo
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ting 1
6R
Fshr
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ign.
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final
0
LRFR
load
ratin
g 22
RFm
omD
esig
n.St
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p.fin
al0
LR
FRlo
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ting 2
6R
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ign.
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final
0
LRFR
load
ratin
g 32
RFm
omD
esig
n.Se
rvII
I.inv
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l 0
LRFR
load
ratin
g 42
RFm
omD
esig
n.Se
rvII
I.op.
final
0
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3130
22
LRFR
load
ratin
g 52
RFm
omPe
rmit.
StrI
I.fin
al0
LR
FRlo
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ting 5
6R
Fshr
Perm
it.St
rII.f
inal
0
LRFR
load
ratin
g 62
RFm
omPe
rmit.
Serv
I.fin
al0
LRFR
load
ratin
g 14
RFm
omD
esig
n.St
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Span
100
ft
LR
FRlo
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ting 1
8R
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ign.
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final
11
Sp
an10
0ft
LRFR
load
ratin
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RFm
omD
esig
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Span
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ft
LR
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ting 2
8R
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ign.
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Sp
an10
0ft
LRFR
load
ratin
g 34
RFm
omD
esig
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Sp
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LRFR
load
ratin
g 44
RFm
omD
esig
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Sp
an10
0ft
LRFR
load
ratin
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RFm
omPe
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I.fin
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Span
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ft
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ting 5
8R
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it.St
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inal
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an10
0ft
LRFR
load
ratin
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RFm
omPe
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Span
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LRFR
load
ratin
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60
LRFR
load
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RFs
hrPe
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I.fin
al0
60
LRFR
load
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RFm
omPe
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I.fin
al0
60
Long
itudi
nal S
teel
Che
ck, H
L-93
:
Vs.p
rov h
sA
v.pr
ovhs
f yd v
hs
cot
long
.Str1
hs
(L
RFD
C5.
8.3.
3-1)
max
Vs.p
rov
3948
.9ki
p(
)
Vs.p
rov h
sif
Vs.p
rov h
s
Vpo
s.Str1
hs
shr
!V
pos.S
tr1hs
sh
r
Vs.p
rov h
s
(L
RFD
5.8
.3.5
)
Vu.
Str is
hear
464.
76ki
p
Vlo
ng.re
qdhs
Vpo
s.Str1
hs
sh
r0.
5V
s.pro
v hs
Vp h
s
c
ot
long
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ishe
ar
hsis
hear
dif
Msh
r pos
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hs
d vhs
mom
.vhs
V
pos.S
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sh
r0.
5V
s.pro
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s
c
ot
long
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hs
ot
herw
ise
Vlo
ng.re
qdhs
ifV
long
.reqd
hs0
kip
0ki
p
Vlo
ng.re
qdhs
Loca
tion i
shea
r10
.21f
t
iFac
e lon
g2
hs2
0iF
ace l
ong
1
V
long
.reqd
hs2
0ki
p
Vte
mp l
ong.
reqd
i2
Vpo
s.Str1
i2
sh
r0.
5V
s.pro
v i2
Vp i
2
c
ot
long
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ishe
ar
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3131
Vlo
ng.re
qdiF
ace l
ong
min
Vte
mp l
ong.
reqd
Vlo
ng.re
qdT
01
23
45
67
00
00
516.9
507.3
498.2
488.5
...ki
p
Vlo
ng.p
rovT
01
23
45
67
89
036
530
1741
2152
2368
2583
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2971
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teel
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V
long
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ongS
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inC
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el
1.
41
Che
ckLo
ngSt
eel S
trIif
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ongS
teel
1!"O
K"
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o G
ood,
add
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l"
C
heck
Long
Stee
l StrI
"OK
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Long
itudi
nal S
teel
Che
ck, P
erm
it:
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rov h
sA
v.pr
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f yd v
hs
cot
long
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hs
(L
RFD
C5.
8.3.
3-1)
max
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rov
3957
.5ki
p(
)
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rov h
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rov h
s
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shr
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pos.S
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r
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s
(L
RFD
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)
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hear
464.
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p
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ng.re
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sh
r0.
5V
s.pro
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s
c
ot
long
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ar
hsis
hear
dif
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mom
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s
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ot
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ise
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Loca
tion i
shea
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1
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long
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ong.
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2
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ot
long
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ar
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ng.re
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ace l
ong
min
Vte
mp l
ong.
reqd
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ng.re
qdT
01
23
45
67
00
00
471.9
463.4
455.7
447.2
...ki
p
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ng.p
rovT
01
23
45
67
89
036
530
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2152
2368
2583
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2971
...ki
p
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ongS
teel
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ng.re
qdhs
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ip
100
V
long
.pro
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Vlo
ng.re
qdhs
CR L
ongS
teel
.Per
mit
min
CR L
ongS
teel
1.45
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3132
23
Che
ckLo
ngSt
eel S
trII
ifm
inC
R Lon
gSte
el
1!
"OK
"
"no
good
, add
stee
l"
C
heck
Long
Stee
l StrI
I"O
K"
C
heck
Long
Stee
l load
ratin
gif
Che
ckLo
ngSt
eel S
trI"O
K"
=
Chec
kLon
gSte
elSt
rII
"OK
"=
"O
K"
"n
o go
od, a
dd st
eel"
Mom
ent (
Stre
ngth
) or S
tress
(Ser
vice
)Sh
ear (
Stre
ngth
)
HL-
93 H
L-9
3LR
FRlo
adra
ting
"Lim
it St
ate"
"Stre
ngth
I(In
v)"
"Stre
ngth
I(O
p)"
"Ser
vice
III(
Inv)
"
"Ser
vice
III(
Op)
"
"Stre
ngth
II"
"Ser
vice
I"
"DF"
0.77
0.77
0.77
0.77
0.77
0.77
"Rat
ing"
1.75
2.27
1.13
1.57
2.30
2.83
"Ton
s"
"N/A
"
"N/A
"
"N/A
"
"N/A
"
138.
27
170.
00
"Dim
(ft)"
94.6
0
94.6
0
94.6
0
94.6
0
94.6
0
94.6
0
"DF"
0.77
0.77
"N/A
"
"N/A
"
0.77
"N/A
"
"Rat
ing"
1.88
2.44
"N/A
"
"N/A
"
2.43
"N/A
"
"Ton
s"
"N/A
"
"N/A
"
"N/A
"
"N/A
"
145.
97
"N/A
"
"Dim
(ft)"
15.1
4
15.1
4
"N/A
"
"N/A
"
15.1
4
"N/A
"
H
L-9
3 HL-
93 *Per
mit
*Per
mit
*not
e: d
efau
lt pe
rmit
load
is F
L120
per
inpu
t wor
kshe
et
Long
itudi
nal S
teel
Che
ck:
CR L
ongS
teel
.HL9
31.
41
CR L
ongS
teel
.Per
mit
1.45
C
heck
Long
Stee
l load
ratin
g"O
K"
2/4/
2013
LRFD
psbe
am.x
mcd
v3.
3133
24
Proj
ect
"SR
30
at C
ody
SPU
I"
LRFD
Pre
stre
ssed
B
eam
Pro
gram
Des
igne
dBy
"JC
W"
D
ate
"12/
17/2
012"
.
filen
ame
"C:\F
DO
T St
ruct
ures
\Pro
gram
s\LR
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V3.
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eam
Dat
a Fi
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SPU
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dat"
C
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Bea
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idth
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Th
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or a
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te.
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IB96
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2013
LRFD
psbe
am.x
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311
Ove
rhan
g3.
79ft
B
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Spac
ing
7.75
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t slab
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Num
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Fo
r cal
cula
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dist
ribu
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fact
ors
mus
t be
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teri
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r ext
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Sect
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ype
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nsfo
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Can
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ross
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rans
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ed.
Gro
ss u
ses t
he se
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n pr
oper
ties o
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ly ig
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oes n
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astic
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ns. T
rans
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clud
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orm
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fect
ive
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Prov
ide
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Sect
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Con
cret
e:
Cor
rosi
on C
lass
ifica
tion
Envi
ronm
ent
"ext
rem
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de
nsity
of s
lab
conc
rete
sl
ab0.
15ki
p
ft3
stre
ngth
of s
lab
conc
rete
f c.sl
ab5.
5ks
i
de
nsity
of b
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con
cret
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beam
0.15
kip
ft3
stre
ngth
of b
eam
conc
rete
f c.b
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8.5
ksi
wei
ght o
f fut
ure
wea
ring
surf
ace
Wei
ght fu
ture
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0.02
kip
ft2
rele
ase
beam
stre
ngth
f ci.b
eam
6ks
i
ty
pe o
f cou
rse
aggr
egat
e,"F
lorid
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r "S
tand
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rega
teTy
pe"F
lorid
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rela
tive
hum
idity
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n df c
.bea
m
f c.sl
ab
used
in d
istr
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ion
calc
ulat
ion
n d1.
24
Agg
Fact
orif
Agg
rega
teTy
pe"F
lorid
a"=
0.9
1820
(
)
1820
[
]
(SD
G 1
.4.1
)A
ggFa
ctor
1638
E ci
Agg
Fact
orf c
i.bea
mks
i
initi
al b
eam