project: structural calculations for … corp/page... · cbc&asce7-10 structural calculations...

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\

PROJECT:





STRUCTURAL CALCULATIONS


C:\Users\TUNG\A Palma Engineering\PDI\150522 Busway Seismic Bracing\ Page 2





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


W800 20lb


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









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:



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!







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!







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


** Refer to attached Powers Design Assist for anchor specification and concrete break-out calculations.



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Fpv 0.20:=


REACTIONS:











FbrT1

Fph W400⋅( ) Lt1⋅


Fph W800⋅( ) Lt2⋅



FbrL1

Fph W400⋅( ) Ll1⋅


Fph W800⋅( ) Ll2⋅






















CHECK FOR TENSION:


Trod

W800 Ls⋅ W800 Ls⋅ Fpv⋅+



Prod

W800 Ls⋅ W800 Ls⋅ Fpv⋅+



K Lhr⋅


d

4:=

therefore, Lhr

200 rhr⋅





Thus,K Lu3⋅


lb

in2

:= E 29000000lb

in2

⋅:= A 0.555 in2

⋅:=

Feππππ2E⋅

K Lu3⋅

rhr

214885

lb

in2

⋅=:=

K Lu3⋅

rhr139= > 4.71

E


Fcr 0.877 Fe⋅ 13054lb

in2

⋅=:=


CHECK FOR FAILURE:


Prod 195 lb= ≤Pn














∆∆∆∆lrfd



∆∆∆∆lrfd




Po

W800 Ls⋅ W800 Ls⋅ Fpv⋅+

Nhr:=






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-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









Fpv 0.20:=


REACTIONS:











FbrT1

Fph W400⋅( ) Lt1⋅


Fph W800⋅( ) Lt2⋅



FbrL1

Fph W400⋅( ) Ll1⋅


Fph W800⋅( ) Ll2⋅






















CHECK FOR TENSION:


Trod

W800 Ls⋅ W800 Ls⋅ Fpv⋅+



Prod

W800 Ls⋅ W800 Ls⋅ Fpv⋅+



K Lhr⋅


d

4:=

therefore, Lhr

200 rhr⋅





Thus,K Lu3⋅


lb

in2

:= E 29000000lb

in2

⋅:= A 0.555 in2

⋅:=

Feππππ2E⋅

K Lu3⋅

rhr

214885

lb

in2

⋅=:=

K Lu3⋅

rhr139= > 4.71

E


Fcr 0.877 Fe⋅ 13054lb

in2

⋅=:=


CHECK FOR FAILURE:


Prod 300 lb= ≤Pn














∆∆∆∆lrfd



∆∆∆∆lrfd




Po

W800 Ls⋅ W800 Ls⋅ Fpv⋅+

Nhr:=






!"#$%&'()*+&,-&-./)*.(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

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