ASCE Structures Conf- RMI
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Transcript of ASCE Structures Conf- RMI
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Rack anufacturers Institute
Independent! incorporated non%profit &rade
#ssociation formed in '()* to ad$ance
standards! +uality! safety and general
fitness for intended use of Industrial "teel
"torage Rack "ystems,
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"pecification for the Design! &esting and-tilization of Industrial "teel "torage Racks
First edition in '(./
First seismic design information in '(01 #ppro$ed as an #2"I "tandard in '(0/
Current #2"I "tandard 3 '.,'%144/
Current RI "pecification #pril 1440
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"torage Rack DescriptionFrames braced in the cross%aisle direction,
"helf beams tying the frames together do5n%aisle,
6eam connectors on the end of the beams,
6ase plates anchored to the floor 5ith post%installed anchors,
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7oad Combinations
Introduce a Product 7oad 8P79 P7 a;imum 7oad from pallets or products
stored on the racks,
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7oad Combinations
Introduce a Product 7oad 8P79 P7 a;imum 7oad from pallets or products
stored on the racks,
7RFD design method
',1D7 < ',/P7 < ',.77 < 4,)87r or "7 or R79
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7oad Combinations
Introduce a Product 7oad 8P79 P7 a;imum 7oad from pallets or products
stored on the racks, P7app =hen checking for seismic uplift! the
portion of pallet or product load that is used tocompute the seismic base shear,
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7oad Combinations
Include $ertical component of seismic force
#"D design method
>9 84,. % 4,''"D"9D7 < 84,. % 4,'/"D"9P7app%E7/9 8' < 4,''"D"9D7 < 8' < 4,'/"D"9P7 < 77 < 87r or "7 or R79
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"eismic Resistance
RI "ection 1,.
Do5n%aisle % oment frames
6eam Connector as the inelastic element,
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"eismic Design based on E+ui$alent 7ateralForce procedure,
?ther methods are encouraged such as
Displacement%6ased #nalysis RI uses the current ground motion
parameters from the -"@" CD
"s! "'! Fa! F$
"ite soil conditions are generally not kno5n andare assumed to be D
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RI "ection 1,.,1
IP is the system importance factor IP ',) for essential facilities or hazardous material
storage,
IP ',4 for all other rack structures,
For storage rack in areas open to the public! 8e,g,! in
5arehouse retail stores9! IP ',), If a displacement basede$aluation of the rack structure is performed in either of thet5o principle directions of the rack! IP may be taken as ',4 in
that direction,
sps =ICA =
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RI "ection 1,.,1
=" is the system seismic mass ="
P7app P7RF ; P7
P7RF is the pallet load reduction factor
sps =ICA =
( )4 .0 4 1), ,;P7 ;P7 D7 ;77RF + +
"eismic Force Direction P7RF
Cross%#isle ',4
Do5n%#islea;imum
#$erage
P7P7
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RI "ection 1,.,1
=" is the system seismic mass ="
P7 #$erage
For 5arehouse retail stores! open to the general public! P7 #$erage shall be taken
as P7a;imum,
For all other types of 5arehousing P7 #$erage is the ma;imum total 5eight of
product e;pected on all the beam le$els in any ro5 di$ided by the number
of beam le$els in that ro5,
P7a;imum
a;imum 5eight of product that 5ill be placed on any one beam le$el in that
ro5,
sps =ICA =
( )4 .0 4 1), ,;P7 ;P7 D7 ;77RF + +
a;imum
#$erage
P7P7
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#dBusted CE "pectral Response #cceleration Parameters
"" Fa"" "' F$"'
Design "pectral Response #cceleration Parameters
"D" 81>9"" "D' 81>9"'
"eismic Response Coefficient
but need not
be more than:
but shall not be taken as less than: 4,4// "D"
#dditionally! 5here "' 4,.g C" shall not be less than
&R
"C D's =
R
"C D"s =
R
4,)"C 's =
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Connection Rotational Capacity
RI "ection 1,.,/
Connector # from testing in "ection (,. shall
be greater than:
( )
total
sdD
h
GH'',)C
+=
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Connection Rotational Capacity
RI "ection 1,.,/
Connector # from testing in "ection (,. shall
be greater than:
Cd is the deflection amplification factor, FromFE# /.4 Cd ),)
( )
total
sdD
h
GH'',)C
+=
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Connection Rotational Capacity
RI "ection 1,.,/
Connector # from testing in "ection (,. shall
be greater than:
a
is the second order amplification factor fromFE# /.4
( )
total
sdD
h
GH'',)C
+=
++
+
+
=∑=
ceb
bec
bec
cebbc
N
i bec
bec pi pi
k k
k k
k k
k k N N
k k
k k hW
L
1
α
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Connection Rotational Capacity
RI "ection 1,.,/
Connector # from testing in "ection (,. shall
be greater than:
D
s is the seismic displacement,&he displacement shall be determined using the
same structural system stiffness as used to
determine the period for the base shear
calculation,
( )
total
sdD
h
GH'',)C
+=
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Connection testing
"trength testing – Cantile$er test
RI "ection (,/,'
Cyclical testing
RI "ection (,.
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Cyclical &est Results
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#dditional RI "pecification re+uirements
7oad #pplication and Rack ConfigurationDra5ing
Capacity Pla+ue
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#dditional RI 6enefits
R%ark
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Juestions
Feel free to contact me 5ith any +uestions or comments:
Daniel Clapp
Frazier Industrial Co
7ong Aalley! 2K 40*)>
8(4*9*0.%>44' ; 101
DClappLFrazier,com