project: structural calculations for … corp/page... · cbc&asce7-10 structural calculations...
TRANSCRIPT
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
STRUCTURAL CALCULATIONS
FOR
SUSPENDED BUS SYSTEM SEISMIC SUPPORTS
SEISMIC SUPPORT GUIDELINES
REVISION 0
Original Calculations Dated 05/30/17
CALCULATIONS PREPARED BY:
A. PALMA ENGINEERING
P.O. Box 1075, Pleasanton, CA 94566
Tel (925) 469-0417, Fax (925) 469-0462
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 1
PROJECT:
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
STRUCTURAL CALCULATIONS
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 2
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
DESIGN CRITERIA:
Govening Code: 2012 International Building Code/2013 California Building Code (CBC) & ASCE7-10
DESCRIPTION:
Substantiate suspended electrical bus system seismic load and dead weight. Members will be chosen
to design at worst case load combination according to ASCE7 Chapter 2.
LOADING CRITERIA:
VERTICAL LOAD:
Ls 5 ft⋅:= Maximum tributary length of support for dead load
W250 7lb
ft⋅:= Max. weight for 250Amp bus system
W400 10lb
ft⋅:= Max. weight for 400Amp bus system
W800 20lb
ft⋅:= Max. weight for 800Amp bus system
SEISMIC LOAD:
Seismic demand per each different project can be determined through this equation:
Fp
0.4 ap⋅ SDS⋅
Rp
Ip
1 2z
h⋅+
⋅:= and can be simplify to this, Fp 0.50 SDS⋅:=
Height in structure of point of attachment of
component w/ respect to the basewhere, z 1:=
h 1:= Average roof height of structure w/ respect to base
Ip 1.0:= Component importance factor
Component amplification factor
(ASCE7, table 13.6-1)ap 2.5:=
Rp 6.0:= Component response modification factor
(ASCE7, table 13.6-1)
SDS Spectral acceleration, short period. (Per project's structure sheet or
USGS Seismic Design Maps)
Let's assume seismic demand cateogorize into these three zone:
Fp1 0.50:= Seismic demand at 0.50G
Fp2 0.75:= Seismic demand at 0.75G
Fp3 1.00:= Seismic demand at 1.00G
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 3
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
SEISMIC DESIGN AT 0.50G:
converting Horizontal Seismic Force, Fph, in allowable yields
Fph 0.7 Fp1⋅ 0.35=:= ASCE7 Sect. 13.1.7, for ASD
additional Vertical Seismic Force, Fpv, yields:
Fpv 0.20:=
CHECK SEISMIC BRACE MEMBER:
REACTIONS:
θθθθ 45 deg⋅:= Allowable brace ratio angle (1:1 = 45.0°, 1.5:1 = 56.3°, 2:1 = 63.4°)
NbrT 1:= Number of brace(s) in transverse direction
NbrL 1:= Number of brace(s) in longitudinal direction
For 250Amp & 400Amp bus system:
Lt1 40 ft⋅:= Maximum tributary length of support for transverse seismic
Ll1 80 ft⋅:= Maximum tributary length of support for longitudinal seismic
For 800Amp bus system:
Lt2 20 ft⋅:= Maximum tributary length of support for transverse seismic
Ll2 40 ft⋅:= Maximum tributary length of support for longitudinal seismic
Maximum brace compression in transverse direction
FbrT1
Fph W400⋅( ) Lt1⋅
NbrT cos θθθθ( )⋅198 lb=:= FbrT2
Fph W800⋅( ) Lt2⋅
NbrT cos θθθθ( )⋅198 lb=:=
Maximum brace compression in longitudinal direction
FbrL1
Fph W400⋅( ) Ll1⋅
NbrL cos θθθθ( )⋅396 lb=:= FbrL2
Fph W800⋅( ) Ll2⋅
NbrL cos θθθθ( )⋅396 lb=:=
COMPRESSION CHECK FOR SINGLE STRUT:
Unistrut P1000 Member designation
Lu2 120 in⋅:= Unbraced length of member
Pallow 1380 lb⋅:= Max. allowable load at slot face
FbrL2 396 lb= ≤ Pallow 1380lb= Okay!
CHECK STRUT NUT CONNECTION:
3/8" Dia. Strut Nut Member designation
Vallow 800 lb⋅:= Allowable resistance to slip
Nsnut 1:= Number of strut nut(s)
FbrT2 198 lb= ≤ Vallow Nsnut⋅ 800 lb= Okay!
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 4
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
CHECK HANGER ROD MEMBER:
MEMBER PHYSICAL PROPERTIES:
d 0.375 in⋅:= Min. all-threaded rod member size
Nhr 1:= Number of hanger supporting busduct
CHECK FOR TENSION:
ThrAllow 730 lb⋅:= Allowable load per MSS SP-58
Trod
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
NhrFbrL2 sin θθθθ( )⋅+ 400 lb=:= ≤ ThrAllow 730 lb= Okay!
CHECK FOR COMPRESSION FROM UPLIFT:
Prod
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
NhrFbrL2 sin θθθθ( )⋅− 160− lb=:=
Using AISC requirements for maximum allowable length and maximum allowable stress:
K Lhr⋅
rhr200≤ where, K 1.0:= d 0.375 in⋅= rhr
d
4:=
therefore, Lhr
200 rhr⋅
K18.75 in⋅=:= (Maximum length allowed for
hanger rod subjected to
compression without stiffener)
Let stiffen hanger rod with 1-5/8"x12GA single channel with rod's clamp at Lu3 13 in⋅:=
Thus,K Lu3⋅
rhr139= where, Fy 36000
lb
in2
:= E 29000000lb
in2
⋅:= A 0.555 in2
⋅:=
Feππππ2E⋅
K Lu3⋅
rhr
214885
lb
in2
⋅=:=
K Lu3⋅
rhr139= > 4.71
E
Fy⋅ 134= (AISC Sect. 16.1, Chapt. E-3)
Fcr 0.877 Fe⋅ 13054lb
in2
⋅=:=
Pn Fcr A⋅ 7245lb=:=
CHECK FOR FAILURE:
ΩΩΩΩ 1.67:= Safety factor
Prod 160 lb= ≤Pn
ΩΩΩΩ4338lb= Okay!
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 5
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
CHECK SEISMIC ANCHOR ATTACHMENT TO CONCRETE STRUCTURE:
Per ASCE 13.4.2, Anchor's design force must carry 2.5 times the force in the component.
∆∆∆∆conc 2.5:= Anchor design factor to concrete
∆∆∆∆lrfd 0.7:= ASD to LRFD
ANCHOR REACTION(S) AT SEISMIC BRACE TO STRUCTURAL LOCATION:
Ta FbrL2 sin θθθθ( )⋅( )∆∆∆∆conc
∆∆∆∆lrfd
⋅ 1000 lb=:= Seismic brace anchor tension
Va FbrL2 cos θθθθ( )⋅( )∆∆∆∆conc
∆∆∆∆lrfd
⋅ 1000 lb=:= Seismic brace anchor shear
Consider Powers Stud SD2 expansion anchor at 1/2" dia. with 3-1/4" min. effective embedment.
ANCHOR REACTION(S) AT SEISMIC HANGER TO STRUCTURAL LOCATION:
Po
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
Nhr:=
Ta2 Po Ta+ 1120lb=:= Seismic hanger anchor tension
Consider Powers Stud SD2 expansion anchor at 1/2" dia. with 3-1/4" min. effective embedment.
** Refer to attached Powers Design Assist for anchor specification and concrete break-out calculations.
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 6
!"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6.EFGHIJ.F,6K43#345&61'
#DLM42+$,0.,$2&'
!"#$%#&'(")*+%,-./0%,123-./
45"65'78+
!"#$
!"#%
!"#&
'()*#%
'()*#&
'(++,)-#
./01234'567048469:1530
NO-B3&61B4,
P!==Q4$-.3&R&3*$S
TO-B3&61B4,
P!==Q4$-.3&R&3*$S
&U V =9== B,6KW &0 V =9== B,6K
I66&,13B6.+34XBS&
=9CH.K$,%&3.$,6K439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
4;3<#:476:646374=/0#':04>#0:4(/49?/9@/74A5=462=//>/3:4B1:?4:?/4/&10:132491=9#>0:639/0C4:?/40:6376=70463742#17/'13/046374>#0:4(/49?/9@/74A5=4<'6#01(1'1:%D
"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6.EFGHIJ.F,6K43#345&61'
#DLM42+$,0.,$2&'
;EE!FG4FGH!,I),J<<=5K6'L
?/A M ND,I) 139?FAA/9:1K/4/>(/7>/3:L
+8,O4PQ4?35>4N!N8RO4STI>>UC4V=67/4,
W5B/=!G:#7X4G.,G/'/9:/74639?5=L
*966#78+
%/04S.DNDNDIDNS9UUG?/6=4'567
%/04S.DNDNDRDNS7UUY/301534'567
%/0G/10>194'5670L
35:4/&10:/3:G:637!5AAL
E5371:1534JG?/6=LE5371:1534ZY/30153LH/13A5=9/>/3:L
%/0J39?5=47#9:1'1:%L139?TD[I09= M139?+)D))969 M
139?!?>13 M139?!0>13 M139?!9>13 MJ39?5=4<6=6>/:/=0L
\0/=4/3:/=04'567]) M
^69:5=/74'5670
A=5>4G/9:1534TD,_567495>(136:1530L
<01M4N)))A `99=69@/749539=/:/G637!'12?:B/12?:49539=/:/E539=/:/L
JE;4N+a!++4SJ<</371&4.U./01234>/:?57L
01*+2$3)+-2+34(*$&5$6(*+,-7
8(*94.+-,$1-2:&)$5&)2(*$;$4&16$6+*.)+<9.+&-7
'()'(++,)"6&1>#>
'()'(++,)b+
G?/6=4'567Y/301534'567J39?5=4-5D
'()H/0#':132495><=/001534A5=9/L
'()H/0#':1324:/301534A5=9/L
<01)"6&D49539=/:/495><=/0015340:=/00L
c)D))"6&D49539=/:/495><=/0015340:=613L
!!!!!;3:/=69:153
de!!!!!G?/6=4'567
)Daa4f4+D)'(+,ga'(++,)Y/301534'567
=.1.9*>1312+.?"(@1-6"(*+,-$3)&&57>142941.+&-*7
353/40/'/9:/7!)&5+4(7
35:496'9#'6:/7139?!E6'9#'6:/74<'6:/4:?19@3/00L
139?)DNTRJ9:#6'4<'6:/4:?19@3/00L
139?aD))&139?aD))_/32:?4&4B17:?L
A%@ M Ng))) <01"6:/=16'L#-2:&)$341.(7
=9CH.K$,%&3.$,6K439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
4;3<#:476:646374=/0#':04>#0:4(/49?/9@/74A5=462=//>/3:4B1:?4:?/4/&10:132491=9#>0:639/0C4:?/40:6376=70463742#17/'13/046374>#0:4(/49?/9@/74A5=4<'6#01(1'1:%D
!"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6./EFGH.F,6I43#345&61'
#DJG42+$,0.,$2&'
!"#$%#&'(")*+%,-./0%,123-./
45"65'78+
!"#$
!"#%
!"#&
'()***+#%
'(*+#&
'()***,#
-./0123'456/373589042/
KL-B3&61B4,
M!==N4$-.3&O&3*$P
QL-B3&61B4,
M!==N4$-.3&O&3*$P
&R S =9== B,6IT &0 S =9== B,6I
H66&,13B6.+34UBP&
=9CV.73$6&.$,6I439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
3:2;#93659535263<./#'9/3=#/93(.38>.8?.63@4<351<..=.293A09>39>.3.&0/9021380<8#=/9528./B39>.3/95265<6/352631#06.'02./35263=#/93(.38>.8?.63@4<3;'5#/0(0'09%C
"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6./EFGH.F,6I43#345&61'
#DJG42+$,0.,$2&'
:DD!EF3EFG!HI*HJ;;<4K5'L
>.@ M NCHI* 028>E@@.890K.3.=(.6=.29L
)7HO3PQ3>24=3N!N7RO3STI==UB3V<56.3H
W4A.<!F9#6X3F-HF.'.89.63528>4<L
*966#78+
%./3S-CNCNCICNS8UUF>.5<3'456
%./3S-CNCNCRCNS6UUY.2/0423'456
%./F.0/=083'456/L
2493.&0/9.29F9526!4@@L
D426090423JF>.5<LD426090423ZY.2/042LG.02@4<8.=.29L
%./J28>4<36#890'09%L028>TC[I/8< M028>)*C**858 M
028>!>=02 M028>!/=02 M028>!8=02 MJ28>4<3;5<5=.9.</L
\/.<3.29.</3'456]* M
^5894<.63'456/
@<4=3F.890423TCH_456384=(0259042/L
;/0M3N***@ `88<58?.638428<.9.F526!'01>9A.01>938428<.9.D428<.9.L
JD:3N)a!))3SJ;;.260&3-U-./0123=.9>46L
01*+2$3)+-2+34(*$&5$6(*+,-7
8(*94.+-,$1-2:&)$5&)2(*$;$4&16$6+*.)+<9.+&-7
'()***'()***"5&0=#=
'()***'()***b)
F>.5<3'456Y.2/0423'456J28>4<3,4C
'(*G./#'9021384=;<.//0423@4<8.L
'(*G./#'902139.2/0423@4<8.L
;/0*"5&C38428<.9.384=;<.//0423/9<.//L
c*C**"5&C38428<.9.384=;<.//0423/9<502L
*CT)3d3)C*!!!!:29.<589042
ef*CN)3d3)C*'(NH[g'()***F>.5<3'456
*C[T3d3)C*'()Hga'()***Y.2/0423'456
=.1.9*>1312+.?"(@1-6"(*+,-$3)&&57>142941.+&-*7
242.3/.'.89.6!)&5+4(7
249385'8#'59.6028>!D5'8#'59.63;'59.39>08?2.//L
028>*CNTRJ89#5'3;'59.39>08?2.//L
028>aC**&028>aC**_.219>3&3A069>L
@%? M Ng*** ;/0"59.<05'L#-2:&)$341.(7
=9CV.73$6&.$,6I439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
3:2;#93659535263<./#'9/3=#/93(.38>.8?.63@4<351<..=.293A09>39>.3.&0/9021380<8#=/9528./B39>.3/95265<6/352631#06.'02./35263=#/93(.38>.8?.63@4<3;'5#/0(0'09%C
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
SEISMIC DESIGN AT 0.75G:
converting Horizontal Seismic Force, Fph, in allowable yields
Fph 0.7 Fp2⋅ 0.53=:= ASCE7 Sect. 13.1.7, for ASD
additional Vertical Seismic Force, Fpv, yields:
Fpv 0.20:=
CHECK SEISMIC BRACE MEMBER:
REACTIONS:
θθθθ 45 deg⋅:= Allowable brace ratio angle (1:1 = 45.0°, 1.5:1 = 56.3°, 2:1 = 63.4°)
NbrT 1:= Number of brace(s) in transverse direction
NbrL 1:= Number of brace(s) in longitudinal direction
For 250Amp & 400Amp bus system:
Lt1 25 ft⋅:= Maximum tributary length of support for transverse seismic
Ll1 50 ft⋅:= Maximum tributary length of support for longitudinal seismic
For 800Amp bus system:
Lt2 15 ft⋅:= Maximum tributary length of support for transverse seismic
Ll2 30 ft⋅:= Maximum tributary length of support for longitudinal seismic
Maximum brace compression in transverse direction
FbrT1
Fph W400⋅( ) Lt1⋅
NbrT cos θθθθ( )⋅186 lb=:= FbrT2
Fph W800⋅( ) Lt2⋅
NbrT cos θθθθ( )⋅223 lb=:=
Maximum brace compression in longitudinal direction
FbrL1
Fph W400⋅( ) Ll1⋅
NbrL cos θθθθ( )⋅371 lb=:= FbrL2
Fph W800⋅( ) Ll2⋅
NbrL cos θθθθ( )⋅445 lb=:=
COMPRESSION CHECK FOR SINGLE STRUT:
Unistrut P1000 Member designation
Lu2 120 in⋅:= Unbraced length of member
Pallow 1380 lb⋅:= Max. allowable load at slot face
FbrL2 445 lb= ≤ Pallow 1380lb= Okay!
CHECK STRUT NUT CONNECTION:
3/8" Dia. Strut Nut Member designation
Vallow 800 lb⋅:= Allowable resistance to slip
Nsnut 1:= Number of strut nut(s)
FbrT2 223 lb= ≤ Vallow Nsnut⋅ 800 lb= Okay!
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 7
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
CHECK HANGER ROD MEMBER:
MEMBER PHYSICAL PROPERTIES:
d 0.375 in⋅:= Min. all-threaded rod member size
Nhr 1:= Number of hanger supporting busduct
CHECK FOR TENSION:
ThrAllow 730 lb⋅:= Allowable load per MSS SP-58
Trod
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
NhrFbrL2 sin θθθθ( )⋅+ 435 lb=:= ≤ ThrAllow 730 lb= Okay!
CHECK FOR COMPRESSION FROM UPLIFT:
Prod
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
NhrFbrL2 sin θθθθ( )⋅− 195− lb=:=
Using AISC requirements for maximum allowable length and maximum allowable stress:
K Lhr⋅
rhr200≤ where, K 1.0:= d 0.375 in⋅= rhr
d
4:=
therefore, Lhr
200 rhr⋅
K18.75 in⋅=:= (Maximum length allowed for
hanger rod subjected to
compression without stiffener)
Let stiffen hanger rod with 1-5/8"x12GA single channel with rod's clamp at Lu3 13 in⋅:=
Thus,K Lu3⋅
rhr139= where, Fy 36000
lb
in2
:= E 29000000lb
in2
⋅:= A 0.555 in2
⋅:=
Feππππ2E⋅
K Lu3⋅
rhr
214885
lb
in2
⋅=:=
K Lu3⋅
rhr139= > 4.71
E
Fy⋅ 134= (AISC Sect. 16.1, Chapt. E-3)
Fcr 0.877 Fe⋅ 13054lb
in2
⋅=:=
Pn Fcr A⋅ 7245lb=:=
CHECK FOR FAILURE:
ΩΩΩΩ 1.67:= Safety factor
Prod 195 lb= ≤Pn
ΩΩΩΩ4338lb= Okay!
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 8
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
CHECK SEISMIC ANCHOR ATTACHMENT TO CONCRETE STRUCTURE:
Per ASCE 13.4.2, Anchor's design force must carry 2.5 times the force in the component.
∆∆∆∆conc 2.5:= Anchor design factor to concrete
∆∆∆∆lrfd 0.7:= ASD to LRFD
ANCHOR REACTION(S) AT SEISMIC BRACE TO STRUCTURAL LOCATION:
Ta FbrL2 sin θθθθ( )⋅( )∆∆∆∆conc
∆∆∆∆lrfd
⋅ 1125 lb=:= Seismic brace anchor tension
Va FbrL2 cos θθθθ( )⋅( )∆∆∆∆conc
∆∆∆∆lrfd
⋅ 1125 lb=:= Seismic brace anchor shear
Consider Powers Stud SD2 expansion anchor at 5/8" dia. with 4-1/4" min. effective embedment.
ANCHOR REACTION(S) AT SEISMIC HANGER TO STRUCTURAL LOCATION:
Po
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
Nhr:=
Ta2 Po Ta+ 1245lb=:= Seismic hanger anchor tension
Consider Powers Stud SD2 expansion anchor at 1/2" dia. with 3-1/4" min. effective embedment.
** Refer to attached Powers Design Assist for anchor specification and concrete break-out calculations.
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 9
!"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6.EFGHIJ.F,6K43#345&61'
#DLM42+$,0.,$2&'
!"#$%#&'(")*+%,-./0%,123-./
45"65'78+
!"#$
!"#%
!"#&
'()*#%
'()*#&
'(+,-./#
0123456'78926:68;<3752
NO-B3&61B4,
P!==Q4$-.3&R&3*$S
TO-B3&61B4,
P!==Q4$-.3&R&3*$S
&U V =9== B,6KW &0 V =9== B,6K
I66&,13B6.+34XBS&
=9>CH.K$,%&3.$,6K439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
6=5>#<698<868596?12#'<26@#2<6(16;A1;B196C7?684?11@15<6D3<A6<A161&32<3546;3?;#@2<85;12E6<A162<8598?92685964#391'351268596@#2<6(16;A1;B196C7?6>'8#23(3'3<%F
"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6.EFGHIJ.F,6K43#345&61'
#DLM42+$,0.,$2&'
=GG!HI6HIJ!,.),K>>?7L8'M
A1C N OF,.) 35;AHCC1;<3L161@(19@15<M
+:,P6QR6A57@6O!O:-P6ST.@@UE6V?8916,
W7D1?!I<#9X6I0,I1'1;<19685;A7?M
*966#78+
%126S0FOFOF.FOS;UUIA18?6'789
%126S0FOFOF-FOS9UUY1523756'789
%12I132@3;6'7892M
57<61&32<15<I<859!7CCM
G7593<3756KIA18?MG7593<3756ZY152375MJ135C7?;1@15<M
%12K5;A7?69#;<3'3<%M35;ATF[.2;? N35;A+)F));8; N
35;A!A@35 N35;A!2@35 N35;A!;@35 NK5;A7?6>8?8@1<1?2M
\21?615<1?26'789]) N
^8;<7?196'7892
C?7@6I1;<3756TF,_7896;7@(358<3752M
>23N6O)))C `;;?8;B196;75;?1<1I859!'34A<D134A<6;75;?1<1G75;?1<1M
KG=6O+a!++6SK>>1593&60U0123456@1<A79M
01*+2$3)+-2+34(*$&5$6(*+,-7
8(*94.+-,$1-2:&)$5&)2(*$;$4&16$6+*.)+<9.+&-7
'()'(+,-."8&3@#@
'()'(+,-.b+
IA18?6'789Y1523756'789K5;A7?6/7F
'()J12#'<3546;7@>?1223756C7?;1M
'()J12#'<3546<1523756C7?;1M
>23)"8&F6;75;?1<16;7@>?12237562<?122M
c)F))"8&F6;75;?1<16;7@>?12237562<?835M
!!!!!=5<1?8;<375
de!!!!!IA18?6'789
)FTa6f6+F)'(+,ga'(+,-.Y1523756'789
=.1.9*>1312+.?"(@1-6"(*+,-$3)&&57>142941.+&-*7
5751621'1;<19!)&5+4(7
57<6;8';#'8<1935;A!G8';#'8<196>'8<16<A3;B5122M
35;A)FOT-K;<#8'6>'8<16<A3;B5122M
35;AaF))&35;AaF))_154<A6&6D39<AM
C%B N Og))) >23"8<1?38'M#-2:&)$341.(7
=9>CH.K$,%&3.$,6K439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
6=5>#<698<868596?12#'<26@#2<6(16;A1;B196C7?684?11@15<6D3<A6<A161&32<3546;3?;#@2<85;12E6<A162<8598?92685964#391'351268596@#2<6(16;A1;B196C7?6>'8#23(3'3<%F
!"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6./EFGH.F,6I43#345&61'
#DJG42+$,0.,$2&'
!"#$%#&'(")*+%,-./0%,123-./
45"65'78+
!"#$
!"#%
!"#&
'())*+,#%
'(-,#&
'())*+.#
/012345'67815957:;2641
KL-B3&61B4,
M!==N4$-.3&O&3*$P
QL-B3&61B4,
M!==N4$-.3&O&3*$P
&R S =9== B,6IT &0 S =9== B,6I
H66&,13B6.+34UBP&
=9>CV.73$6&.$,6I439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
5<4=#;587;757485>01#';15?#1;5(05:@0:A085B6>573>00?04;5C2;@5;@050&21;2435:2>:#?1;74:01D5;@051;7487>81574853#280'240157485?#1;5(05:@0:A085B6>5='7#12(2'2;%E
"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6./EFGH.F,6I43#345&61'
#DJG42+$,0.,$2&'
<FF!GH5GHI!*+-*J==>6K7'L
@0B M NE*+- 24:@GBB0:;2K050?(08?04;L
+9OP5QR5@46?5N!S9OP5T)*N??UD5V>7805*
W6C0>!H;#8X5H/*H0'0:;08574:@6>L
*966#78+
%015T/EYEYE+EYT:UUH@07>5'678
%015T/EYEYENEYT8UUZ0412645'678
%01H021?2:5'6781L
46;50&21;04;H;748!6BBL
F6482;2645JH@07>LF6482;2645[Z041264LI024B6>:0?04;L
%01J4:@6>58#:;2'2;%L24:@)*ES+1:> M24:@)-E--:7: M
24:@!@?24 M24:@!1?24 M24:@!:?24 MJ4:@6>5=7>7?0;0>1L
\10>504;0>15'678]- M
^7:;6>085'6781
B>6?5H0:;2645_E*`6785:6?(247;2641L
=12M5Y---B a::>7:A085:64:>0;0H748!'23@;C023@;5:64:>0;0F64:>0;0L
JF<5Y)O!))5TJ==0482&5/U/012345?0;@68L
01*+2$3)+-2+34(*$&5$6(*+,-7
8(*94.+-,$1-2:&)$5&)2(*$;$4&16$6+*.)+<9.+&-7
'())*+'())*+"7&2?#?
'())*+'())*+b)
H@07>5'678Z0412645'678J4:@6>5.6E
'(-I01#';2435:6?=>0112645B6>:0L
'(-I01#';2435;0412645B6>:0L
=12-"7&E5:64:>0;05:6?=>01126451;>011L
c-E--"7&E5:64:>0;05:6?=>01126451;>724L
-Ed_5e5)E-!!!!<4;0>7:;264
fg-EY_5e5)E-'(*OO_'())*+H@07>5'678
-ENN5e5)E-'(*+N*'())*+Z0412645'678
=.1.9*>1312+.?"(@1-6"(*+,-$3)&&57>142941.+&-*7
4640510'0:;08!)&5+4(7
46;5:7':#'7;0824:@!F7':#'7;085='7;05;@2:A4011L
24:@-EY_NJ:;#7'5='7;05;@2:A4011L
24:@OE--&24:@OE--`043;@5&5C28;@L
B%A M Yd--- =12"7;0>27'L#-2:&)$341.(7
=9>CV.73$6&.$,6I439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
5<4=#;587;757485>01#';15?#1;5(05:@0:A085B6>573>00?04;5C2;@5;@050&21;2435:2>:#?1;74:01D5;@051;7487>81574853#280'240157485?#1;5(05:@0:A085B6>5='7#12(2'2;%E
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
SEISMIC DESIGN AT 1.00G:
converting Horizontal Seismic Force, Fph, in allowable yields
Fph 0.7 Fp3⋅ 0.70=:= ASCE7 Sect. 13.1.7, for ASD
additional Vertical Seismic Force, Fpv, yields:
Fpv 0.20:=
CHECK SEISMIC BRACE MEMBER:
REACTIONS:
θθθθ 45 deg⋅:= Allowable brace ratio angle (1:1 = 45.0°, 1.5:1 = 56.3°, 2:1 = 63.4°)
NbrT 1:= Number of brace(s) in transverse direction
NbrL 1:= Number of brace(s) in longitudinal direction
For 250Amp & 400Amp bus system:
Lt1 20 ft⋅:= Maximum tributary length of support for transverse seismic
Ll1 40 ft⋅:= Maximum tributary length of support for longitudinal seismic
For 800Amp bus system:
Lt2 15 ft⋅:= Maximum tributary length of support for transverse seismic
Ll2 30 ft⋅:= Maximum tributary length of support for longitudinal seismic
Maximum brace compression in transverse direction
FbrT1
Fph W400⋅( ) Lt1⋅
NbrT cos θθθθ( )⋅198 lb=:= FbrT2
Fph W800⋅( ) Lt2⋅
NbrT cos θθθθ( )⋅297 lb=:=
Maximum brace compression in longitudinal direction
FbrL1
Fph W400⋅( ) Ll1⋅
NbrL cos θθθθ( )⋅396 lb=:= FbrL2
Fph W800⋅( ) Ll2⋅
NbrL cos θθθθ( )⋅594 lb=:=
COMPRESSION CHECK FOR SINGLE STRUT:
Unistrut P1000 Member designation
Lu2 120 in⋅:= Unbraced length of member
Pallow 1380 lb⋅:= Max. allowable load at slot face
FbrL2 594 lb= ≤ Pallow 1380lb= Okay!
CHECK STRUT NUT CONNECTION:
3/8" Dia. Strut Nut Member designation
Vallow 800 lb⋅:= Allowable resistance to slip
Nsnut 1:= Number of strut nut(s)
FbrT2 297 lb= ≤ Vallow Nsnut⋅ 800 lb= Okay!
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 10
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
CHECK HANGER ROD MEMBER:
MEMBER PHYSICAL PROPERTIES:
d 0.375 in⋅:= Min. all-threaded rod member size
Nhr 1:= Number of hanger supporting busduct
CHECK FOR TENSION:
ThrAllow 730 lb⋅:= Allowable load per MSS SP-58
Trod
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
NhrFbrL2 sin θθθθ( )⋅+ 540 lb=:= ≤ ThrAllow 730 lb= Okay!
CHECK FOR COMPRESSION FROM UPLIFT:
Prod
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
NhrFbrL2 sin θθθθ( )⋅− 300− lb=:=
Using AISC requirements for maximum allowable length and maximum allowable stress:
K Lhr⋅
rhr200≤ where, K 1.0:= d 0.375 in⋅= rhr
d
4:=
therefore, Lhr
200 rhr⋅
K18.75 in⋅=:= (Maximum length allowed for
hanger rod subjected to
compression without stiffener)
Let stiffen hanger rod with 1-5/8"x12GA single channel with rod's clamp at Lu3 13 in⋅:=
Thus,K Lu3⋅
rhr139= where, Fy 36000
lb
in2
:= E 29000000lb
in2
⋅:= A 0.555 in2
⋅:=
Feππππ2E⋅
K Lu3⋅
rhr
214885
lb
in2
⋅=:=
K Lu3⋅
rhr139= > 4.71
E
Fy⋅ 134= (AISC Sect. 16.1, Chapt. E-3)
Fcr 0.877 Fe⋅ 13054lb
in2
⋅=:=
Pn Fcr A⋅ 7245lb=:=
CHECK FOR FAILURE:
ΩΩΩΩ 1.67:= Safety factor
Prod 300 lb= ≤Pn
ΩΩΩΩ4338lb= Okay!
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 11
Customer: PDI, 4200 Oakleys Court, Richmond, VA 23223Date: 5/31/2017
A. PALMAe n g i n e e r i n g
Tag: Seismic Restraint Suspended Bus System Supports
Building Code: 2012 IBC/2013 CBC&ASCE7-10
CHECK SEISMIC ANCHOR ATTACHMENT TO CONCRETE STRUCTURE:
Per ASCE 13.4.2, Anchor's design force must carry 2.5 times the force in the component.
∆∆∆∆conc 2.5:= Anchor design factor to concrete
∆∆∆∆lrfd 0.7:= ASD to LRFD
ANCHOR REACTION(S) AT SEISMIC BRACE TO STRUCTURAL LOCATION:
Ta FbrL2 sin θθθθ( )⋅( )∆∆∆∆conc
∆∆∆∆lrfd
⋅ 1500 lb=:= Seismic brace anchor tension
Va FbrL2 cos θθθθ( )⋅( )∆∆∆∆conc
∆∆∆∆lrfd
⋅ 1500 lb=:= Seismic brace anchor shear
Consider Powers Stud SD2 expansion anchor at 5/8" dia. with 4-1/4" min. effective embedment.
ANCHOR REACTION(S) AT SEISMIC HANGER TO STRUCTURAL LOCATION:
Po
W800 Ls⋅ W800 Ls⋅ Fpv⋅+
Nhr:=
Ta2 Po Ta+ 1620lb=:= Seismic hanger anchor tension
Consider Powers Stud SD2 expansion anchor at 5/8" dia. with 4-1/4" min. effective embedment.
** Refer to attached Powers Design Assist for anchor specification and concrete break-out calculations.
For Office Use Only:Busrail busway bus system Unistrut - 2013cbc.xmcd
C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 12
!"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6.EFGHIJ.F,6K43#345&61'
#DLM42+$,0.,$2&'
!"#$%#&'(")*+%,-./0%,123-./
45"65'78+
!"#$
!"#%
!"#&
'()*#%
'()*#&
'(+,-).#
/012345'67815957:;2641
NO-B3&61B4,
P!==Q4$-.3&R&3*$S
TO-B3&61B4,
P!==Q4$-.3&R&3*$S
&U V =9== B,6KW &0 V =9== B,6K
I66&,13B6.+34XBS&
!9=H.K$,%&3.$,6K439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
5<4=#;587;757485>01#';15?#1;5(05:@0:A085B6>573>00?04;5C2;@5;@050&21;2435:2>:#?1;74:01D5;@051;7487>81574853#280'240157485?#1;5(05:@0:A085B6>5='7#12(2'2;%E
"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6.EFGHIJ.F,6K43#345&61'
#DLM42+$,0.,$2&'
<FF!GH5GHI!-J)-K==>6L7'M
@0B N OE-J) 24:@GBB0:;2L050?(08?04;M
J9PQ5RS5@46?5O!T9PQ5U+-O??VD5W>7805-
X6C0>!H;#8Y5H/-H0'0:;08574:@6>M
*966#78+
%015U/EZEZEJEZU:VVH@07>5'678
%015U/EZEZEOEZU8VV[0412645'678
%01H021?2:5'6781M
46;50&21;04;H;748!6BBM
F6482;2645KH@07>MF6482;2645\[041264MI024B6>:0?04;M
%01K4:@6>58#:;2'2;%M24:@+-ETJ1:> N24:@+)E)):7: N
24:@!@?24 N24:@!1?24 N24:@!:?24 NK4:@6>5=7>7?0;0>1M
]10>504;0>15'678^) N
_7:;6>085'6781
B>6?5H0:;2645`E-a6785:6?(247;2641M
=12N5Z)))B b::>7:A085:64:>0;0H748!'23@;C023@;5:64:>0;0F64:>0;0M
KF<5Z+P!++5UK==0482&5/V/012345?0;@68M
01*+2$3)+-2+34(*$&5$6(*+,-7
8(*94.+-,$1-2:&)$5&)2(*$;$4&16$6+*.)+<9.+&-7
'()'(+,-)"7&2?#?
'()'(+,-)c+
H@07>5'678[0412645'678K4:@6>5.6E
'()I01#';2435:6?=>0112645B6>:0M
'()I01#';2435;0412645B6>:0M
=12)"7&E5:64:>0;05:6?=>01126451;>011M
d)E))"7&E5:64:>0;05:6?=>01126451;>724M
!!!!!<4;0>7:;264
ef!!!!!H@07>5'678
)E,O5g5+E)'(-JO-'(+,-)[0412645'678
=.1.9*>1312+.?"(@1-6"(*+,-$3)&&57>142941.+&-*7
4640510'0:;08!)&5+4(7
46;5:7':#'7;0824:@!F7':#'7;085='7;05;@2:A4011M
24:@)EZ`OK:;#7'5='7;05;@2:A4011M
24:@PE))&24:@PE))a043;@5&5C28;@M
B%A N Z,))) =12"7;0>27'M#-2:&)$341.(7
!9=H.K$,%&3.$,6K439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
5<4=#;587;757485>01#';15?#1;5(05:@0:A085B6>573>00?04;5C2;@5;@050&21;2435:2>:#?1;74:01D5;@051;7487>81574853#280'240157485?#1;5(05:@0:A085B6>5='7#12(2'2;%E
!"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6./EFGH.F,6I43#345&61'
#DJG42+$,0.,$2&'
!"#$%#&'(")*+%,-./0%,123-./
45"65'78+
!"#$
!"#%
!"#&
'()*++,#%
'(+,#&
'()*++-#
./01234'567048469:1530
KL-B3&61B4,
M!==N4$-.3&O&3*$P
QL-B3&61B4,
M!==N4$-.3&O&3*$P
&R S =9== B,6IT &0 S =9== B,6I
H66&,13B6.+34UBP&
!9=V.73$6&.$,6I439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
4;3<#:476:646374=/0#':04>#0:4(/49?/9@/74A5=462=//>/3:4B1:?4:?/4/&10:132491=9#>0:639/0C4:?/40:6376=70463742#17/'13/046374>#0:4(/49?/9@/74A5=4<'6#01(1'1:%D
"#$%&'()*+&,-&-./)*.(0*1&2#345&61.,)27&3'89:9;8<=98>>?@A&3*B4,'
C"@!"8=!>D$1&'(&B*2B6./EFGH.F,6I43#345&61'
#DJG42+$,0.,$2&'
;EE!FG4FGH!I*+IJ<<=5K6'L
?/A M NDI*+ 139?FAA/9:1K/4/>(/7>/3:L
*8OP4QR4?35>4N!S8OP4T)IN>>UC4V=67/4I
W5B/=!G:#7X4G.IG/'/9:/74639?5=L
*966#78+
%/04T.DYDYD*DYT9UUG?/6=4'567
%/04T.DYDYDNDYT7UUZ/301534'567
%/0G/10>194'5670L
35:4/&10:/3:G:637!5AAL
E5371:1534JG?/6=LE5371:1534[Z/30153LH/13A5=9/>/3:L
%/0J39?5=47#9:1'1:%L139?)IDS*09= M139?)+D++969 M
139?!?>13 M139?!0>13 M139?!9>13 MJ39?5=4<6=6>/:/=0L
\0/=4/3:/=04'567]+ M
^69:5=/74'5670
A=5>4G/9:1534_DI`567495>(136:1530L
<01M4Y+++A a99=69@/749539=/:/G637!'12?:B/12?:49539=/:/E539=/:/L
JE;4Y)O!))4TJ<</371&4.U./01234>/:?57L
01*+2$3)+-2+34(*$&5$6(*+,-7
8(*94.+-,$1-2:&)$5&)2(*$;$4&16$6+*.)+<9.+&-7
'()*++'()*++"6&1>#>
'()*++'()*++b)
G?/6=4'567Z/301534'567J39?5=4-5D
'(+H/0#':132495><=/001534A5=9/L
'(+H/0#':1324:/301534A5=9/L
<01+"6&D49539=/:/495><=/0015340:=/00L
c+D++"6&D49539=/:/495><=/0015340:=613L
+D_I4d4)D+!!!!;3:/=69:153
ef+D*I4d4)D+'(IOO_'()*++G?/6=4'567
+D*_4d4)D+'(I*NI'()*++Z/301534'567
=.1.9*>1312+.?"(@1-6"(*+,-$3)&&57>142941.+&-*7
353/40/'/9:/7!)&5+4(7
35:496'9#'6:/7139?!E6'9#'6:/74<'6:/4:?19@3/00L
139?+DY_NJ9:#6'4<'6:/4:?19@3/00L
139?OD++&139?OD++`/32:?4&4B17:?L
A%@ M Yg+++ <01"6:/=16'L#-2:&)$341.(7
!9=V.73$6&.$,6I439+6+8!"#$%$!&'()*$"(*+,-$#**+*./
4;3<#:476:646374=/0#':04>#0:4(/49?/9@/74A5=462=//>/3:4B1:?4:?/4/&10:132491=9#>0:639/0C4:?/40:6376=70463742#17/'13/046374>#0:4(/49?/9@/74A5=4<'6#01(1'1:%D