KSCC-AK (For Use with CCA Brackets) P7.4.3 Seismic Design … · 12-10-2005 · DUBLIN, OHIO, USA • MISSISSAUGA, ONTARIO, CANADA Toll Free (USA only): International: Fax: World

DUBLIN, OHIO, USA • MISSISSAUGA, ONTARIO, CANADA

Toll Free (USA only):International:Fax:World Wide Web:Email:

800-959-1229614-889-0480614-889-0540www.kineticsnoise.comsales@kineticsnoise.com

DOCUMENT:

P7.0

TABLE OF CONTENTS (CHAPTER P7 – CABLE/WIRE ROPE RESTRAINTS)PAGE 2 OF 2 RELEASE DATE: 5/21/04

Cable Anchorage Hardware Kits

KSCA-AK (For Use with KSCA Brackets) P7.4.1

KSUA-AK (For Use with KSUA-1 & KSUA-2 Brackets) P7.4.2

KSCC-AK (For Use with CCA Brackets) P7.4.3

KSCC4-AK (For Use with CCA-4 Brackets) P7.4.4

Selection Information P7.5

Installation Instructions P7.6

Kinetics Noise Control © 2003

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http://www.kineticsnoise.com

mailto:[email protected]

www.kineticsnoise.com/SeismicBook/Pdfs/P7/P7.4.1.pdf







DOCUMENT:

P7.2.1

KSWC U-BOLT CLIP CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.382-1A RELEASE DATE: 5/21/04

955

lbs.

in.

1/8

955

lbs.

II

CLA

SS

II

CLA

SS

II

CLA

SS

675

lbs.

II

CLA

SS

I47

5

CLA

SS

lbs.

* M

AX.

CA

BLE

TEN

SIO

N

CAB

LESI

ZE

1,17

5III

3/16

1,63

5III

III1,

415

815

II1,

155

III

1,17

52,

960

1/4

IV2,

560

IIIIV

IV2,

090

III1,

480

KSW

C-2

50

KSW

C-1

87

MO

DE

L

KSW

C-1

25

------

-----

-----

* FO

R K

SC

A B

RA

CK

ET

WE

LDE

D T

O S

TEE

L P

ER

S-9

0.37

9-1B

.

SE

E S

-90.

382-

1BFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

A=4

5°±1

5°IN

STA

LLAT

ION

AN

GLE

A=4

5°±1

5°IN

STAL

LATI

ON

ANG

LE

STEE

LS

TRU

CTU

RE

BY

OTH

ERS

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SUBM

ITTA

L S

-90.

385-

2BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SEE

ATT

ACH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2A

FOR

BO

LTIN

G &

WEL

DIN

GIN

STR

UC

TIO

NS

.

KSW

C R

ESTR

AIN

T C

ABLE

KIT

BY

KIN

ETIC

S.EA

CH

KIT

CO

NTA

INS

TWO

CAB

LE A

SSE

MBL

IES.

SEE

APP

RO

PRIA

TES

UB

MIT

TALS

FOR

EQ

UIP

MEN

TA

TTAC

H. O

PTIO

NS.

* M

AX.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

* M

AX

.H

OR

IZO

NTA

LC

ABLE

FOR

CE

@ A

=45°

* M

AX.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=3

0°

* M

AX.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

825

lbs.


KIN

ET

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™S

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MEMBER






DOCUMENT:

P7.2.2

KSGC GRIPPLE CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.391-1A RELEASE DATE5/21/04

MAX

.C

AB

LETE

NS

ION

KS

GC

-187

KS

GC

-125

----

----

----

----

MO

DE

L

3/16

CA

BLE

SIZ

E

1/8in.

1,23

5

lbs.

500

615

lbs.

250

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

1,06

5MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

lbs.

430

III---

-----

1,23

5

CLA

SS I

CLA

SS

------

--

lbs.

500

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

III87

0IIII

lbs.

350

CLA

SS

I

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5° CLA

SS

II

CLA

SS

-0-

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

2AFO

R B

OLT

ING

& W

ELD

ING

INS

TRU

CTI

ON

S.

SEE

ATTA

CH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RE

TEA

NC

HO

R IN

STR

UC

TIO

NS

.

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INS

TRU

CTI

ON

SKS

GC

RES

TRAI

NT

CAB

LE K

IT B

Y KI

NET

ICS.

EA

CH

KIT

CO

NTA

INS

TW

O C

AB

LE A

SSE

MB

LIE

S.

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE

STEE

LS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TEST

RU

CTU

RE

BY

OTH

ER

S

SEE

APPR

OPR

IATE

SUBM

ITTA

LSFO

R E

QU

IPM

EN

TAT

TAC

H. O

PTIO

NS.


KIN

ET

ICS

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MEMBER






DOCUMENT:

P7.2.3

KSUA U-BOLT CLIP CABLE RESTRAINT KIT (KSUA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.397-1A RELEASE DATE: 5/21/04

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

SE

E S

-90.

397-

1BFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

STE

EL

STR

UC

TUR

EBY

OTH

ERS

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5A F

OR

BO

LTIN

G IN

STR

UC

TIO

NS

.

KS

UA

RE

STR

AIN

T C

AB

LE K

IT B

Y K

INE

TIC

S.

EAC

H K

IT C

ON

TAIN

S T

WO

CA

BLE

AS

SE

MB

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S.

SEE

AP

PR

OP

RIA

TES

UB

MIT

TALS

FOR

EQ

UIP

ME

NT

ATTA

CH

. OP

TIO

NS.

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=6

0°

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5°

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=3

0°

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=0

°

860

lbs.

955

lbs.

in.

1/8

955

lbs.

II

CLA

SS

II

CLA

SS

II

CLA

SS

675

lbs.

II

CLA

SS

I49

5

CLA

SS

lbs.

* MAX

.C

AB

LETE

NSI

ON

CA

BLE

SIZE

1,63

5III

3/16

1,63

5III

III1,

415

815

II1,

155

III

2,96

02,

960

1/4

IV2,

560

IVIV

IV2,

090

III1,

480

KS

UA

-250

KS

UA

-187

MO

DE

L

KS

UA

-125

------

------

----


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.4

KSLG GRIPPLE CABLE RESTRAINT KIT (KSCA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.412-1A RELEASE DATE: 5/21/04

MAX

.C

AB

LETE

NS

ION

KS

LG-1

87

KS

LG-1

25

----

----

----

----

MO

DE

L

3/16

CA

BLE

SIZ

E

1/8in.

1,23

5

lbs.

500

615

lbs.

250

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

1,06

5MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

lbs.

430

III---

-----

1,23

5

CLA

SS I

CLA

SS

------

--

lbs.

500

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

III87

0IIII

lbs.

350

CLA

SS

I

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5° CLA

SS

II

CLA

SS

-0-

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

2AFO

R B

OLT

ING

& W

ELD

ING

INS

TRU

CTI

ON

S.

SEE

ATTA

CH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RE

TEA

NC

HO

R IN

STR

UC

TIO

NS

.

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INST

RU

CTI

ON

SK

SLG

RE

STR

AIN

T C

AB

LE K

IT B

Y K

INE

TIC

S.

EA

CH

KIT

CO

NTA

INS

TW

O C

AB

LE A

SSE

MB

LIE

S.

STEE

LS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TEST

RU

CTU

RE

BY

OTH

ER

S

SEE

APPR

OPR

IATE

SUBM

ITTA

LSFO

R E

QU

IPM

EN

TAT

TAC

H. O

PTIO

NS.

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE


KIN

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MEMBER






DOCUMENT:

P7.2.5

KSCU GRIPPLE CABLE RESTRAINT KIT (KSUA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.404-1A RELEASE DATE: 5/21/04

----

----

--

----

----

--

250

500

1,23

5

SEE

S-90

.388

-3A

FOR

EN

D L

OO

PIN

STR

UC

TIO

NS

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

STE

ELS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5A F

OR

BO

LTIN

G IN

STR

UC

TIO

NS

.

KS

CU

RE

STR

AIN

T C

AB

LE K

IT B

Y K

INE

TIC

S.

EAC

H K

IT C

ON

TAIN

S TW

O C

ABLE

ASS

EMBL

IES.

SEE

APPR

OPR

IATE

SU

BMIT

TALS

FOR

EQ

UIP

MEN

TA

TTA

CH

. OP

TIO

NS

.

MA

X.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=6

0°

MA

X.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=4

5°

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

215

lbs.

250

lbs.

mm 2

lbs.

----

----

--

CLA

SS

-0-

CLA

SS

-0-

CLA

SS

175

lbs.

-0-

CLA

SS

-0-

125

CLA

SS

lbs.

MA

X.

CA

BLE

TEN

SIO

N

CAB

LES

IZE

350

0I

I43

025

0-0

-35

0I

1,23

55

1,06

5III

IIIII

870

II61

5K

SC

U-4

KS

CU

-3

MO

DE

L

KS

CU

-2

----

----

----

----


KIN

ET

ICS

™S

eism

ic D

esig

n M

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l

MEMBER






DOCUMENT:

P7.2.6

KSUG GRIPPLE CABLE RESTRAINT KIT (KSUA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.409-1A RELEASE DATE: 5/21/04

STE

EL

STR

UC

TUR

EBY

OTH

ERS

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5A F

OR

BO

LTIN

G IN

STR

UC

TIO

NS

.

KS

UG

RE

STR

AIN

T C

ABL

E K

IT B

Y K

INE

TIC

S.E

ACH

KIT

CO

NTA

INS

TW

O C

AB

LE A

SS

EM

BLI

ES

.

SEE

AP

PR

OP

RIA

TES

UB

MIT

TALS

FOR

EQ

UIP

ME

NT

ATTA

CH

. OP

TIO

NS.

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=6

0°

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5°

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=3

0°

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=0

°

215

lbs.

250

lbs.

mm 2

lbs.

----

----

--

CLA

SS

-0-

CLA

SS

-0-

CLA

SS

175

lbs.

-0-

CLA

SS

-0-

125

CLA

SS

lbs.

MAX

.C

AB

LETE

NSI

ON

CA

BLE

SIZE 3

500

II

430

250

-0-

350

I

1,23

55

1,06

5III

IIIII

870

II61

5K

SU

G-4

KS

UG

-3

MO

DE

L

KS

UG

-2

------

------

----

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

----

----

--

----

----

--

250

500

1,23

5


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.1

KSWC U-BOLT CLIP CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.382-1A RELEASE DATE: 5/21/04

955

lbs.

in.

1/8

955

lbs.

II

CLA

SS

II

CLA

SS

II

CLA

SS

675

lbs.

II

CLA

SS

I47

5

CLA

SS

lbs.

* M

AX.

CA

BLE

TEN

SIO

N

CAB

LESI

ZE

1,17

5III

3/16

1,63

5III

III1,

415

815

II1,

155

III

1,17

52,

960

1/4

IV2,

560

IIIIV

IV2,

090

III1,

480

KSW

C-2

50

KSW

C-1

87

MO

DE

L

KSW

C-1

25

------

-----

-----

* FO

R K

SC

A B

RA

CK

ET

WE

LDE

D T

O S

TEE

L P

ER

S-9

0.37

9-1B

.

SE

E S

-90.

382-

1BFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

A=4

5°±1

5°IN

STA

LLAT

ION

AN

GLE

A=4

5°±1

5°IN

STAL

LATI

ON

ANG

LE

STEE

LS

TRU

CTU

RE

BY

OTH

ERS

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SUBM

ITTA

L S

-90.

385-

2BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SEE

ATT

ACH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2A

FOR

BO

LTIN

G &

WEL

DIN

GIN

STR

UC

TIO

NS

.

KSW

C R

ESTR

AIN

T C

ABLE

KIT

BY

KIN

ETIC

S.EA

CH

KIT

CO

NTA

INS

TWO

CAB

LE A

SSE

MBL

IES.

SEE

APP

RO

PRIA

TES

UB

MIT

TALS

FOR

EQ

UIP

MEN

TA

TTAC

H. O

PTIO

NS.

* M

AX.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

* M

AX

.H

OR

IZO

NTA

LC

ABLE

FOR

CE

@ A

=45°

* M

AX.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=3

0°

* M

AX.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

825

lbs.


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.2

KSGC GRIPPLE CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.391-1A RELEASE DATE5/21/04

MAX

.C

AB

LETE

NS

ION

KS

GC

-187

KS

GC

-125

----

----

----

----

MO

DE

L

3/16

CA

BLE

SIZ

E

1/8in.

1,23

5

lbs.

500

615

lbs.

250

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

1,06

5MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

lbs.

430

III---

-----

1,23

5

CLA

SS I

CLA

SS

------

--

lbs.

500

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

III87

0IIII

lbs.

350

CLA

SS

I

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5° CLA

SS

II

CLA

SS

-0-

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

2AFO

R B

OLT

ING

& W

ELD

ING

INS

TRU

CTI

ON

S.

SEE

ATTA

CH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RE

TEA

NC

HO

R IN

STR

UC

TIO

NS

.

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INS

TRU

CTI

ON

SKS

GC

RES

TRAI

NT

CAB

LE K

IT B

Y KI

NET

ICS.

EA

CH

KIT

CO

NTA

INS

TW

O C

AB

LE A

SSE

MB

LIE

S.

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE

STEE

LS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TEST

RU

CTU

RE

BY

OTH

ER

S

SEE

APPR

OPR

IATE

SUBM

ITTA

LSFO

R E

QU

IPM

EN

TAT

TAC

H. O

PTIO

NS.


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.3

KSUA U-BOLT CLIP CABLE RESTRAINT KIT (KSUA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.397-1A RELEASE DATE: 5/21/04

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

SE

E S

-90.

397-

1BFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

STE

EL

STR

UC

TUR

EBY

OTH

ERS

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5A F

OR

BO

LTIN

G IN

STR

UC

TIO

NS

.

KS

UA

RE

STR

AIN

T C

AB

LE K

IT B

Y K

INE

TIC

S.

EAC

H K

IT C

ON

TAIN

S T

WO

CA

BLE

AS

SE

MB

LIE

S.

SEE

AP

PR

OP

RIA

TES

UB

MIT

TALS

FOR

EQ

UIP

ME

NT

ATTA

CH

. OP

TIO

NS.

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=6

0°

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5°

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=3

0°

* MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=0

°

860

lbs.

955

lbs.

in.

1/8

955

lbs.

II

CLA

SS

II

CLA

SS

II

CLA

SS

675

lbs.

II

CLA

SS

I49

5

CLA

SS

lbs.

* MAX

.C

AB

LETE

NSI

ON

CA

BLE

SIZE

1,63

5III

3/16

1,63

5III

III1,

415

815

II1,

155

III

2,96

02,

960

1/4

IV2,

560

IVIV

IV2,

090

III1,

480

KS

UA

-250

KS

UA

-187

MO

DE

L

KS

UA

-125

------

------

----


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.4

KSLG GRIPPLE CABLE RESTRAINT KIT (KSCA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.412-1A RELEASE DATE: 5/21/04

MAX

.C

AB

LETE

NS

ION

KS

LG-1

87

KS

LG-1

25

----

----

----

----

MO

DE

L

3/16

CA

BLE

SIZ

E

1/8in.

1,23

5

lbs.

500

615

lbs.

250

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

1,06

5MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

lbs.

430

III---

-----

1,23

5

CLA

SS I

CLA

SS

------

--

lbs.

500

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

III87

0IIII

lbs.

350

CLA

SS

I

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5° CLA

SS

II

CLA

SS

-0-

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

2AFO

R B

OLT

ING

& W

ELD

ING

INS

TRU

CTI

ON

S.

SEE

ATTA

CH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RE

TEA

NC

HO

R IN

STR

UC

TIO

NS

.

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INST

RU

CTI

ON

SK

SLG

RE

STR

AIN

T C

AB

LE K

IT B

Y K

INE

TIC

S.

EA

CH

KIT

CO

NTA

INS

TW

O C

AB

LE A

SSE

MB

LIE

S.

STEE

LS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TEST

RU

CTU

RE

BY

OTH

ER

S

SEE

APPR

OPR

IATE

SUBM

ITTA

LSFO

R E

QU

IPM

EN

TAT

TAC

H. O

PTIO

NS.

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.5

KSCU GRIPPLE CABLE RESTRAINT KIT (KSUA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.404-1A RELEASE DATE: 5/21/04

----

----

--

----

----

--

250

500

1,23

5

SEE

S-90

.388

-3A

FOR

EN

D L

OO

PIN

STR

UC

TIO

NS

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

STE

ELS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5A F

OR

BO

LTIN

G IN

STR

UC

TIO

NS

.

KS

CU

RE

STR

AIN

T C

AB

LE K

IT B

Y K

INE

TIC

S.

EAC

H K

IT C

ON

TAIN

S TW

O C

ABLE

ASS

EMBL

IES.

SEE

APPR

OPR

IATE

SU

BMIT

TALS

FOR

EQ

UIP

MEN

TA

TTA

CH

. OP

TIO

NS

.

MA

X.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=6

0°

MA

X.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=4

5°

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

215

lbs.

250

lbs.

mm 2

lbs.

----

----

--

CLA

SS

-0-

CLA

SS

-0-

CLA

SS

175

lbs.

-0-

CLA

SS

-0-

125

CLA

SS

lbs.

MA

X.

CA

BLE

TEN

SIO

N

CAB

LES

IZE

350

0I

I43

025

0-0

-35

0I

1,23

55

1,06

5III

IIIII

870

II61

5K

SC

U-4

KS

CU

-3

MO

DE

L

KS

CU

-2

----

----

----

----


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.2.6

KSUG GRIPPLE CABLE RESTRAINT KIT (KSUA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.409-1A RELEASE DATE: 5/21/04

STE

EL

STR

UC

TUR

EBY

OTH

ERS

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ER

S

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5BFO

R C

ON

CR

ETE

AN

CH

OR

INS

TRU

CTI

ON

S.

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

5A F

OR

BO

LTIN

G IN

STR

UC

TIO

NS

.

KS

UG

RE

STR

AIN

T C

ABL

E K

IT B

Y K

INE

TIC

S.E

ACH

KIT

CO

NTA

INS

TW

O C

AB

LE A

SS

EM

BLI

ES

.

SEE

AP

PR

OP

RIA

TES

UB

MIT

TALS

FOR

EQ

UIP

ME

NT

ATTA

CH

. OP

TIO

NS.

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=6

0°

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5°

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=3

0°

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=0

°

215

lbs.

250

lbs.

mm 2

lbs.

----

----

--

CLA

SS

-0-

CLA

SS

-0-

CLA

SS

175

lbs.

-0-

CLA

SS

-0-

125

CLA

SS

lbs.

MAX

.C

AB

LETE

NSI

ON

CA

BLE

SIZE 3

500

II

430

250

-0-

350

I

1,23

55

1,06

5III

IIIII

870

II61

5K

SU

G-4

KS

UG

-3

MO

DE

L

KS

UG

-2

------

------

----

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE

----

----

--

----

----

--

250

500

1,23

5


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.1

KSWC U-BOLT CLIP BULK CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.384-2A RELEASE DATE: 5/21/04

STE

EL

STR

UC

TUR

EB

Y O

THER

S

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ERS

SEE

ATT

ACH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RET

EA

NC

HO

R IN

STR

UC

TIO

NS

.

SEE

ATTA

CH

MEN

T KI

TSU

BMIT

TAL

S-90

.385

-2A

FOR

BO

LTIN

G &

WE

LDIN

GIN

STR

UC

TIO

NS

.

KS

CW

BU

LK R

ES

TRA

INT

CA

BLE

KIT

BY

KIN

ETI

CS

.E

AC

H S

TAN

DA

RD

KIT

CO

NTA

INS

EN

OU

GH

MAT

ERIA

L FO

R (2

) 12

FT. C

ABLE

ASS

EMBL

IES.

SEE

APPR

OPR

IATE

SU

BM

ITTA

LSFO

R E

QU

IPM

ENT

ATT

AC

H. O

PTI

ON

S.

2,96

0

1,63

5

KS

WC

-250

B

KS

WC

-187

B

KS

WC

-125

B

----

-----

----

---

MO

DEL

1/4

3/16

CAB

LES

IZE

1/8in.

CLA

SS

IIIIV

1,17

5

IIIIII

1,17

5

* M

AX.

CA

BLE

TEN

SIO

N

CLA

SS

II

CLA

SS

II

lbs.

955

lbs.

955

* M

AX.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

2,09

0IV

IV2,

560

III1,

155

1,41

5IIIII

lbs.

675

CLA

SS

II

lbs.

825*

MA

X.H

OR

IZO

NTA

LC

ABLE

FOR

CE

@ A

=30°

* M

AX.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=4

5°

1,48

0IIIII

815

lbs.

CLA

SS

475

I

* MAX

.H

OR

IZO

NTA

LC

ABLE

FOR

CE

@ A

=60°

* FO

R K

SC

A B

RA

CK

ET

WE

LDED

TO

STE

EL

PE

R S

-90.

379-

1B.

SE

E S

-90.

382-

1BFO

R E

ND

LO

OP

INST

RU

CTI

ON

S

A=45

°±15

°IN

STAL

LATI

ON

AN

GLE

A=4

5°±1

5°IN

STA

LLA

TIO

NA

NG

LE


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.2

KSQF GRIPPLE BULK CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.384-4A RELEASE DATE: 5/21/04

A=45

°±15

°IN

STA

LLA

TIO

NA

NG

LE

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

2AFO

R B

OLT

ING

& W

ELD

ING

INS

TRU

CTI

ON

S.

KS

QF

BU

LK R

ES

TRA

INT

CA

BLE

KIT

BY

KIN

ETI

CS

.E

AC

H S

TAN

DA

RD

KIT

CO

NTA

INS

EN

OU

GH

MA

TER

IAL

FOR

(2) 1

2 FT

. CA

BLE

AS

SEM

BLI

ES.

SEE

ATTA

CH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RE

TEA

NC

HO

R IN

STR

UC

TIO

NS

.

SE

E S

-90.

388-

3AFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5°

CA

BLE

SIZ

E

3/16in.

1/8

MO

DE

L

----

----

----

----

KS

QF-

125

KS

QF-

187

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

CLA

SS

500

lbs.

------

--

CLA

SS

1,23

5---

-----

500

lbs.

1,23

5MAX

.C

AB

LETE

NS

ION

CLA

SS

350

lbs.

I III87

0

I III

430

lbs.

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=30°

1,06

5

-0-

CLA

SS

II

CLA

SS

I III

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

250

lbs.

615

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE

STEE

LS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TEST

RU

CTU

RE

BY O

THE

RS

SEE

APPR

OPR

IATE

SUBM

ITTA

LSFO

R E

QU

IPM

EN

TAT

TAC

H. O

PTIO

NS.


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.3

KSUA U-BOLT CLIP BULK CABLE RESTRAINT KIT (KSUA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.384-8A RELEASE DATE: 5/21/04

* FO

R K

SUA-

2 BR

ACK

ET B

OLT

ED

TO

STE

EL P

ER S

-90.

379-

1B.

A=4

5°±1

5°IN

STAL

LATI

ON

AN

GLE

A=45

°±15

°IN

STAL

LATI

ON

ANG

LE

SE

E S

-90.

397-

1BFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

STE

EL

STR

UC

TUR

EBY

OTH

ER

S

CO

NC

RET

ES

TRU

CTU

RE

BY O

THER

S

SEE

ATTA

CH

MEN

T KI

TSU

BMIT

TAL

S-90

.385

-5B

FOR

CO

NC

RE

TEAN

CH

OR

INST

RU

CTI

ON

S.

SEE

ATT

ACH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-5A

FO

RBO

LTIN

G IN

STR

UC

TIO

NS.

KS

UA

BU

LK R

ES

TRA

INT

CA

BLE

KIT

BY

KIN

ETI

CS

.E

AC

H S

TAN

DA

RD

KIT

CO

NTA

INS

EN

OU

GH

MAT

ERIA

L FO

R (2

) 12

FT. C

ABLE

ASS

EMBL

IES.

SE

E A

PP

RO

PR

IATE

SU

BM

ITTA

LSFO

R E

QU

IPM

EN

TAT

TAC

H. O

PTIO

NS.

* MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=60°

* MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=45°

* MA

X.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=3

0°

* MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

825

lbs.

955

lbs.

in.

1/8

955

lbs.

II

CLA

SS

II

CLA

SS

II

CLA

SS

675

lbs.

II

CLA

SS

I47

5

CLA

SS

lbs.

* M

AX.

CAB

LETE

NS

ION

CA

BLE

SIZ

E

1,63

5III

3/16

1,63

5III

III1,

415

815

II1,

155

III

2,96

02,

960

1/4

IV2,

560

IVIV

IV2,

090

III1,

480

KS

UA

-250

B

KS

UA

-187

B

MO

DE

L

KS

UA

-125

B

------

------

----


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.4

KSCCU U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.384-10A RELEASE DATE: 5/21/04

2960

IVIV

IVIV

III29

6025

6020

9014

80

* FOR

KSU

A BR

ACKE

T BO

LTED

TO

STEE

L WIT

H 1/2

" DIA

. BOL

T.

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=30°

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

SEE

ATTA

CHM

ENT

KIT

SUBM

ITTA

L S-9

0.385

-8B

FOR

CONC

RETE

ANCH

OR IN

STRU

CTIO

NS.

SEE

S-90

.397-

1BFO

R EN

D LO

OPIN

STRU

CTIO

NS

* MAX

.CA

BLE

TENS

ION

lbs.

in.

CABL

ESI

ZE 1/4

MODE

L

------

------

----

KSCC

U-25

0B

lbs.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=0°

lbs.

CLAS

SCL

ASS

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-8

BFO

R CO

NCRE

TE A

NCHO

R IN

STRU

CTIO

NS.

KSCC

U BU

LK R

ESTR

AINT

CAB

LE K

IT B

Y KI

NETI

CS.

EACH

STA

NDAR

D KI

T CO

NTAI

NS E

NOUG

HMA

TERI

AL F

OR (2

) 12 F

T. C

ABLE

ASS

EMBL

IES.

SEE

APPR

OPRI

ATE

SUBM

ITTA

LSFO

R EQ

UIPM

ENT

ATTA

CH. O

PTIO

NS.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=60°

lbs.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=45°

CLAS

Slbs

.CL

ASS

CLAS

S


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.5

KSCCU4 U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA-4 – KSUA)PAGE 1 OF 1 - DRAWING # S-90.384-13A RELEASE DATE: 5/21/04

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=45°

CABL

ESI

ZE

* FOR

CCA

-4 B

RACK

ET B

OLTE

D T

O CO

NCRE

TESEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

in. 1/4

MODE

L

------

------

----

KSCC

U4-2

50B

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=0°

* MAX

.CA

BLE

TENS

ION

lbs.

CLAS

Slbs

.lbs

.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=30°

lbs.

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=60°

lbs.

CLAS

SCL

ASS

SEE

S-90

.397-

1BFO

R EN

D LO

OPIN

STRU

CTIO

NS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

2960

IV29

60IV

IV25

6020

90IV

1480

III

ORIE

NTAT

ION

1 or 2

ORIE

NTAT

ION

1OR

IENT

ATIO

N 2

SEE

APPR

OPRI

ATE

SUBM

ITTA

LSFO

R EQ

UIPM

ENT

ATTA

CH. O

PTIO

NS.


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.6

KSCC U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA – CCA)PAGE 1 OF 1 - DRAWING # S-90.384-11A RELEASE DATE: 5/21/04

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

CLAS

SCL

ASS

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=3

0°

CLAS

SCL

ASS

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=4

5°

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=6

0°

STEE

LST

RUCT

URE

BY O

THER

S

2960

IV29

6025

6020

9014

80IV

IVIV

III

KSCC

-375

B3/8

5915

V33

7551

2041

8029

55IV

IV

KSCC

-500

B1/2

8500

3375

6250

6010

4250

IV

* FOR

CCA

BRA

CKET

WEL

DED

TO

STEE

L.

V

IV IV

V VV

KSCC

BUL

K RE

STRA

INT

CABL

E KI

T BY

KIN

ETIC

S.EA

CH S

TAND

ARD

KIT

CONT

AINS

ENO

UGH

MATE

RIAL

FOR

(2) 1

2 FT.

CAB

LE A

SSEM

BLIE

S.

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL

S-90

.385-

8AFO

R BO

LTIN

G &

WEL

DING

INST

RUCT

IONS

.

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=0

°

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-8

BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

KSCC

-250

B

------

------

----

MODE

L

CLAS

S

1/4

CABL

ESI

ZE in.lbs

.* MAX

.CA

BLE

TENS

ION

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

SEE

APPR

OPRI

ATE

SUBM

ITTA

LSFO

R EQ

UIPM

ENT

ATTA

CH. O

PTIO

NS.


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.7

KSCC4 U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA-4 – CCA)PAGE 1 OF 1 - DRAWING # S-90.384-12A RELEASE DATE5/21/04

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=0°

* MAX

.CA

BLE

TENS

ION

lbs.

CLAS

Slbs

.lbs

.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=30°

lbs.

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=60°

lbs.

CLAS

SCL

ASS

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

3/8KS

CC4-

375B

1/2KS

CC4-

500B

2960

IV29

60IV

IV25

6020

90IV

1470

III

3/8 1/2

ORIE

NTAT

ION

1 or 2 1 2 21

ORIE

NTAT

ION

1OR

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ATIO

N 2

5915

V59

1550

2055

85V

2955

IV

5915

5915

5915

5585

2955

8500

6250

5250

5585

3520

IV

8500

3375

6095

5585

4250

V

VV

VV

V

IVV

VV

VIV

V

V VIV

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=45°

CABL

ESI

ZE

* FOR

CCA

-4 B

RACK

ET B

OLTE

D T

O CO

NCRE

TE.

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

in. 1/4

MODE

L

------

------

----

KSCC

4-25

0B

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

A=45

°±15

°IN

STAL

LATI

ONAN

GLE


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.1

KSWC U-BOLT CLIP BULK CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.384-2A RELEASE DATE: 5/21/04

STE

EL

STR

UC

TUR

EB

Y O

THER

S

CO

NC

RE

TES

TRU

CTU

RE

BY

OTH

ERS

SEE

ATT

ACH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RET

EA

NC

HO

R IN

STR

UC

TIO

NS

.

SEE

ATTA

CH

MEN

T KI

TSU

BMIT

TAL

S-90

.385

-2A

FOR

BO

LTIN

G &

WE

LDIN

GIN

STR

UC

TIO

NS

.

KS

CW

BU

LK R

ES

TRA

INT

CA

BLE

KIT

BY

KIN

ETI

CS

.E

AC

H S

TAN

DA

RD

KIT

CO

NTA

INS

EN

OU

GH

MAT

ERIA

L FO

R (2

) 12

FT. C

ABLE

ASS

EMBL

IES.

SEE

APPR

OPR

IATE

SU

BM

ITTA

LSFO

R E

QU

IPM

ENT

ATT

AC

H. O

PTI

ON

S.

2,96

0

1,63

5

KS

WC

-250

B

KS

WC

-187

B

KS

WC

-125

B

----

-----

----

---

MO

DEL

1/4

3/16

CAB

LES

IZE

1/8in.

CLA

SS

IIIIV

1,17

5

IIIIII

1,17

5

* M

AX.

CA

BLE

TEN

SIO

N

CLA

SS

II

CLA

SS

II

lbs.

955

lbs.

955

* M

AX.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

2,09

0IV

IV2,

560

III1,

155

1,41

5IIIII

lbs.

675

CLA

SS

II

lbs.

825*

MA

X.H

OR

IZO

NTA

LC

ABLE

FOR

CE

@ A

=30°

* M

AX.

HO

RIZ

ON

TAL

CAB

LEFO

RC

E@

A=4

5°

1,48

0IIIII

815

lbs.

CLA

SS

475

I

* MAX

.H

OR

IZO

NTA

LC

ABLE

FOR

CE

@ A

=60°

* FO

R K

SC

A B

RA

CK

ET

WE

LDED

TO

STE

EL

PE

R S

-90.

379-

1B.

SE

E S

-90.

382-

1BFO

R E

ND

LO

OP

INST

RU

CTI

ON

S

A=45

°±15

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STAL

LATI

ON

AN

GLE

A=4

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5°IN

STA

LLA

TIO

NA

NG

LE


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.2

KSQF GRIPPLE BULK CABLE RESTRAINT KIT (KSCA – KSCA)PAGE 1 OF 1 - DRAWING # S-90.384-4A RELEASE DATE: 5/21/04

A=45

°±15

°IN

STA

LLA

TIO

NA

NG

LE

SE

E A

TTA

CH

ME

NT

KIT

SU

BM

ITTA

L S

-90.

385-

2AFO

R B

OLT

ING

& W

ELD

ING

INS

TRU

CTI

ON

S.

KS

QF

BU

LK R

ES

TRA

INT

CA

BLE

KIT

BY

KIN

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CS

.E

AC

H S

TAN

DA

RD

KIT

CO

NTA

INS

EN

OU

GH

MA

TER

IAL

FOR

(2) 1

2 FT

. CA

BLE

AS

SEM

BLI

ES.

SEE

ATTA

CH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-2B

FOR

CO

NC

RE

TEA

NC

HO

R IN

STR

UC

TIO

NS

.

SE

E S

-90.

388-

3AFO

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ND

LO

OP

INS

TRU

CTI

ON

S

MAX

.H

OR

IZO

NTA

LC

AB

LEFO

RC

E@

A=4

5°

CA

BLE

SIZ

E

3/16in.

1/8

MO

DE

L

----

----

----

----

KS

QF-

125

KS

QF-

187

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=0°

CLA

SS

500

lbs.

------

--

CLA

SS

1,23

5---

-----

500

lbs.

1,23

5MAX

.C

AB

LETE

NS

ION

CLA

SS

350

lbs.

I III87

0

I III

430

lbs.

MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

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II

CLA

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MA

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HO

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ON

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BLE

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CE

@ A

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250

lbs.

615

A=45

°±15

°IN

STA

LLA

TIO

NAN

GLE

STEE

LS

TRU

CTU

RE

BY

OTH

ER

S

CO

NC

RE

TEST

RU

CTU

RE

BY O

THE

RS

SEE

APPR

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IATE

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LSFO

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QU

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EN

TAT

TAC

H. O

PTIO

NS.


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.3

KSUA U-BOLT CLIP BULK CABLE RESTRAINT KIT (KSUA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.384-8A RELEASE DATE: 5/21/04

* FO

R K

SUA-

2 BR

ACK

ET B

OLT

ED

TO

STE

EL P

ER S

-90.

379-

1B.

A=4

5°±1

5°IN

STAL

LATI

ON

AN

GLE

A=45

°±15

°IN

STAL

LATI

ON

ANG

LE

SE

E S

-90.

397-

1BFO

R E

ND

LO

OP

INS

TRU

CTI

ON

S

STE

EL

STR

UC

TUR

EBY

OTH

ER

S

CO

NC

RET

ES

TRU

CTU

RE

BY O

THER

S

SEE

ATTA

CH

MEN

T KI

TSU

BMIT

TAL

S-90

.385

-5B

FOR

CO

NC

RE

TEAN

CH

OR

INST

RU

CTI

ON

S.

SEE

ATT

ACH

MEN

T KI

TS

UB

MIT

TAL

S-9

0.38

5-5A

FO

RBO

LTIN

G IN

STR

UC

TIO

NS.

KS

UA

BU

LK R

ES

TRA

INT

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BLE

KIT

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CS

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AC

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TAN

DA

RD

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NTA

INS

EN

OU

GH

MAT

ERIA

L FO

R (2

) 12

FT. C

ABLE

ASS

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IES.

SE

E A

PP

RO

PR

IATE

SU

BM

ITTA

LSFO

R E

QU

IPM

EN

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PTIO

NS.

* MA

X.

HO

RIZ

ON

TAL

CA

BLE

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CE

@ A

=60°

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X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

=45°

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X.

HO

RIZ

ON

TAL

CAB

LEFO

RC

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0°

* MA

X.

HO

RIZ

ON

TAL

CA

BLE

FOR

CE

@ A

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825

lbs.

955

lbs.

in.

1/8

955

lbs.

II

CLA

SS

II

CLA

SS

II

CLA

SS

675

lbs.

II

CLA

SS

I47

5

CLA

SS

lbs.

* M

AX.

CAB

LETE

NS

ION

CA

BLE

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E

1,63

5III

3/16

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415

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155

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2,96

02,

960

1/4

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560

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090

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480

KS

UA

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UA

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B

MO

DE

L

KS

UA

-125

B

------

------

----


KIN

ET

ICS

™S

eism

ic D

esig

n M

anua

l

MEMBER






DOCUMENT:

P7.3.4

KSCCU U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA – KSUA)PAGE 1 OF 1 - DRAWING # S-90.384-10A RELEASE DATE: 5/21/04

2960

IVIV

IVIV

III29

6025

6020

9014

80

* FOR

KSU

A BR

ACKE

T BO

LTED

TO

STEE

L WIT

H 1/2

" DIA

. BOL

T.

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=30°

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

SEE

ATTA

CHM

ENT

KIT

SUBM

ITTA

L S-9

0.385

-8B

FOR

CONC

RETE

ANCH

OR IN

STRU

CTIO

NS.

SEE

S-90

.397-

1BFO

R EN

D LO

OPIN

STRU

CTIO

NS

* MAX

.CA

BLE

TENS

ION

lbs.

in.

CABL

ESI

ZE 1/4

MODE

L

------

------

----

KSCC

U-25

0B

lbs.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=0°

lbs.

CLAS

SCL

ASS

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-8

BFO

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NCRE

TE A

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R IN

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CTIO

NS.

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U BU

LK R

ESTR

AINT

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LE K

IT B

Y KI

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CS.

EACH

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NDAR

D KI

T CO

NTAI

NS E

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HMA

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AL F

OR (2

) 12 F

T. C

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ASS

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IES.

SEE

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ATE

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LSFO

R EQ

UIPM

ENT

ATTA

CH. O

PTIO

NS.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=60°

lbs.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

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CLAS

Slbs

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ASS

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S


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ET

ICS

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MEMBER






DOCUMENT:

P7.3.5

KSCCU4 U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA-4 – KSUA)PAGE 1 OF 1 - DRAWING # S-90.384-13A RELEASE DATE: 5/21/04

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=45°

CABL

ESI

ZE

* FOR

CCA

-4 B

RACK

ET B

OLTE

D T

O CO

NCRE

TESEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

in. 1/4

MODE

L

------

------

----

KSCC

U4-2

50B

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=0°

* MAX

.CA

BLE

TENS

ION

lbs.

CLAS

Slbs

.lbs

.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=30°

lbs.

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=60°

lbs.

CLAS

SCL

ASS

SEE

S-90

.397-

1BFO

R EN

D LO

OPIN

STRU

CTIO

NS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

2960

IV29

60IV

IV25

6020

90IV

1480

III

ORIE

NTAT

ION

1 or 2

ORIE

NTAT

ION

1OR

IENT

ATIO

N 2

SEE

APPR

OPRI

ATE

SUBM

ITTA

LSFO

R EQ

UIPM

ENT

ATTA

CH. O

PTIO

NS.


KIN

ET

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™S

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MEMBER






DOCUMENT:

P7.3.6

KSCC U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA – CCA)PAGE 1 OF 1 - DRAWING # S-90.384-11A RELEASE DATE: 5/21/04

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

CLAS

SCL

ASS

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=3

0°

CLAS

SCL

ASS

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=4

5°

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=6

0°

STEE

LST

RUCT

URE

BY O

THER

S

2960

IV29

6025

6020

9014

80IV

IVIV

III

KSCC

-375

B3/8

5915

V33

7551

2041

8029

55IV

IV

KSCC

-500

B1/2

8500

3375

6250

6010

4250

IV

* FOR

CCA

BRA

CKET

WEL

DED

TO

STEE

L.

V

IV IV

V VV

KSCC

BUL

K RE

STRA

INT

CABL

E KI

T BY

KIN

ETIC

S.EA

CH S

TAND

ARD

KIT

CONT

AINS

ENO

UGH

MATE

RIAL

FOR

(2) 1

2 FT.

CAB

LE A

SSEM

BLIE

S.

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL

S-90

.385-

8AFO

R BO

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INST

RUCT

IONS

.

lbs.* M

AX.

HORI

ZONT

ALCA

BLE

FORC

E@

A=0

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SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-8

BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

KSCC

-250

B

------

------

----

MODE

L

CLAS

S

1/4

CABL

ESI

ZE in.lbs

.* MAX

.CA

BLE

TENS

ION

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

SEE

APPR

OPRI

ATE

SUBM

ITTA

LSFO

R EQ

UIPM

ENT

ATTA

CH. O

PTIO

NS.


KIN

ET

ICS

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MEMBER






DOCUMENT:

P7.3.7

KSCC4 U-BOLT CLIP BULK CABLE RESTRAINT KIT (CCA-4 – CCA)PAGE 1 OF 1 - DRAWING # S-90.384-12A RELEASE DATE5/21/04

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=0°

* MAX

.CA

BLE

TENS

ION

lbs.

CLAS

Slbs

.lbs

.

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=30°

lbs.

CLAS

S

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=60°

lbs.

CLAS

SCL

ASS

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

SEE

S-90

.384-

11B

FOR

END

LOOP

INST

RUCT

IONS

3/8KS

CC4-

375B

1/2KS

CC4-

500B

2960

IV29

60IV

IV25

6020

90IV

1470

III

3/8 1/2

ORIE

NTAT

ION

1 or 2 1 2 21

ORIE

NTAT

ION

1OR

IENT

ATIO

N 2

5915

V59

1550

2055

85V

2955

IV

5915

5915

5915

5585

2955

8500

6250

5250

5585

3520

IV

8500

3375

6095

5585

4250

V

VV

VV

V

IVV

VV

VIV

V

V VIV

* MAX

.HO

RIZO

NTAL

CABL

EFO

RCE

@ A

=45°

CABL

ESI

ZE

* FOR

CCA

-4 B

RACK

ET B

OLTE

D T

O CO

NCRE

TE.

SEE

ATTA

CHME

NT K

ITSU

BMIT

TAL S

-90.3

85-1

1BFO

R CO

NCRE

TEAN

CHOR

INST

RUCT

IONS

.

in. 1/4

MODE

L

------

------

----

KSCC

4-25

0B

CONC

RETE

STRU

CTUR

EBY

OTH

ERS

A=45

°±15

°IN

STAL

LATI

ONAN

GLE

A=45

°±15

°IN

STAL

LATI

ONAN

GLE


KIN

ET

ICS

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l

MEMBER






DOCUMENT:

P7.4.1

KSCA-AK CABLE ANCHORAGE HARDWARE KIT FOR KSCA BRACKETSPAGE 1 OF 1 - DRAWING # S-90.385-2A & S-90.385-2B RELEASE DATE: 5/21/04

THROUGH BOLTED OR WELDED

ANCHORED TO CONCRETE

ORIENTATION1

ORIENTATION2

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

CLASS----------------

KSCA-AK-250

KSCA-AK-375

KSCA-AK-500

985

lbs. CLASS

695

lbs.

II

III2,405 1,700

2,970 IV 2,970

II

III

III

570

lbs.

1,175

1,175

CLASS

CABLE ATTACHMENT HOLE.

DO NOT USETHIS HOLE!!FOR ANCHOR EMDEDMENT & EDGE DIST.

SEE "ANCHOR CAPACITIES USED BY KNCSEISMIC PROGRAMS-WEDGE TYPE

ANCHOR APPLICATIONS".

KIN

ETIC

KS

CA

KSCA BRACKETBY KINETICS.

CONCRETE BY OTHERS.

KINETIC

KS

CA

T

OPTIONAL WELD ATTACHMENTEQUAL TO (1) SIZE (ØD) UNC BOLT.

NEOPRENEGROMMET

REQUIRED FORKSCA-AK-250/-375

BY KINETICS.

CABLEATTACHMENT

HOLE

(Lw) TYP

DO NOT USETHIS HOLE!!

A°

A°

HARDWAREBY KINETICS.

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

1,620

BOLT/ANCHOR

SIZE(ØD)

(UNC)

MODEL

KSCA-AK-500

KSCA-AK-375

KSCA-AK-250

----------------

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

0.50

0.38

0.25

in. CLASS

665

435

lbs.

200

II

I

-0-

990

lbs.

415

865

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

CLASS

I

I

-0-

455II

II 300

lbs.

140I

865III

560II

I

lbs.

255

CLASS CLASS

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

CLASS

-0-

II

II

240

lbs.

520

785

215

lbs.

-0-

450 I

670 II

CLASS

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

I255

lbs. CLASS

-0-240

CLASSlbs.

570 II560 II

II II935

ORIENTATION2

ORIENTATION1 A°

A°

ØD

A°

T

NEOPRENE GROMMET REQUIREDFOR KSCA-AK-250/-375 BY KINETICS.

CONCRETE ANCHORBY KINETICS.

in.

0.25

0.38

0.50

BOLT/ANCHOR

SIZE(ØD)

(UNC)

MODEL

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

I

II

III

II 405

lbs.

995III

IV 1,820

CLASS CLASS

III1,175

III1,175

II

lbs.

625

2,970

1,725

lbs.

705

2,540 IV2,970 IVIV

III1,700 III1,385III

lbs. CLASS

570 II

CLASS

II

lbs.

695

CLASS

II

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

ØD

A°


STEELBYOTHERS.

2.00

1.25

1.00

WELDLENGTH

(Lw)

in.


KIN

ET

ICS

™S

eism

ic D

esig

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anua

l

MEMBER






DOCUMENT:

P7.4.2

KSUA-AK CABLE ANCHORAGE HARDWARE KIT FOR KSUA BRACKETSPAGE 1 OF 1 - DRAWING # S-90.385-5A & S-90.385-5B RELEASE DATE: 5/21/04

KSUA CABLE ATTACHMENTBRACKET BY KINETICS.

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

A°A°

ORIENTATION1 ORIENTATION

2

TKSUA CABLE RESTRAINT

KIT BY KINETICS.

KSUA -AKATTACHMENT

KIT BY KINETICS.

ØD

A°STRUCTURAL STEEL

BY OTHERS.

540

lbs.

II

1,325 III

2,425 IV

CLASSCLASSCLASS

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

4,850

2,650

lbs.

1,085

IV

IV

III

1,3002,010 IVIV2,800

III1,095 7101,530 III

lbs.

290

CLASS

II

lbs.

450

CLASS

I

lbs.

625

III

II

I 505

lbs.

I

CLASS

450

lbs.

II

CLASS

I360

CLASSlbs.

III1,230 880 II1,095 III

2,250 IV IV2,010 III1,615KSUA-AK-500

KSUA-AK-375

MODEL

KSUA-AK-250

----------------

BOLT/ANCHOR

SIZE(ØD)

(UNC)

0.50

0.38

0.25

in.

CONCRETEBY OTHERS.

TKSUA CABLE RESTRAINTKIT BY KINETICS.

FOR ANCHOR EMDEDMENT & EDGE DIST.SEE "ANCHOR CAPACITIES USED BY KNC

SEISMIC PROGRAMS-WEDGE TYPEANCHOR APPLICATIONS".

KSUA -AKATTACHMENT KIT

BY KINETICS.

ØD

175

lbs. CLASS

170

lbs. CLASS

150

CLASSlbs.

I380 330 I360 I

570 II II550 II510KSUA-AK-500

KSUA-AK-375

MODEL

KSUA-AK-250

----------------

BOLT/ANCHOR

SIZE(ØD)

(UNC)

0.50

0.38

0.25

in.

185

lbs.

390 I

580 II

CLASSCLASSCLASS

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

2,390

1,360

lbs.

530

IV

III

II

330550 IIII885

I360 220575 II

lbs.

100

CLASS

I

lbs.

170

CLASS

-0-

lbs.

260

I

-0-

-0-

A°A°


2

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

45°


-0- -0- -0- -0-




KIN

ET

ICS

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MEMBER






DOCUMENT:

P7.4.1

KSCA-AK CABLE ANCHORAGE HARDWARE KIT FOR KSCA BRACKETSPAGE 1 OF 1 - DRAWING # S-90.385-2A & S-90.385-2B RELEASE DATE: 5/21/04



ORIENTATION1

ORIENTATION2

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

CLASS----------------

KSCA-AK-250

KSCA-AK-375

KSCA-AK-500

985

lbs. CLASS

695

lbs.

II

III2,405 1,700

2,970 IV 2,970

II

III

III

570

lbs.

1,175

1,175

CLASS

CABLE ATTACHMENT HOLE.

DO NOT USETHIS HOLE!!FOR ANCHOR EMDEDMENT & EDGE DIST.

SEE "ANCHOR CAPACITIES USED BY KNCSEISMIC PROGRAMS-WEDGE TYPE

ANCHOR APPLICATIONS".

KIN

ETIC

KS

CA


CONCRETE BY OTHERS.

KINETIC

KS

CA

T

OPTIONAL WELD ATTACHMENTEQUAL TO (1) SIZE (ØD) UNC BOLT.

NEOPRENEGROMMET

REQUIRED FORKSCA-AK-250/-375

BY KINETICS.

CABLEATTACHMENT

HOLE

(Lw) TYP

DO NOT USETHIS HOLE!!

A°

A°

HARDWAREBY KINETICS.

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

1,620

BOLT/ANCHOR

SIZE(ØD)

(UNC)

MODEL

KSCA-AK-500

KSCA-AK-375

KSCA-AK-250

----------------

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

0.50

0.38

0.25

in. CLASS

665

435

lbs.

200

II

I

-0-

990

lbs.

415

865

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

CLASS

I

I

-0-

455II

II 300

lbs.

140I

865III

560II

I

lbs.

255

CLASS CLASS

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

CLASS

-0-

II

II

240

lbs.

520

785

215

lbs.

-0-

450 I

670 II

CLASS

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

I255

lbs. CLASS

-0-240

CLASSlbs.

570 II560 II

II II935

ORIENTATION2

ORIENTATION1 A°

A°

ØD

A°

T

NEOPRENE GROMMET REQUIREDFOR KSCA-AK-250/-375 BY KINETICS.

CONCRETE ANCHORBY KINETICS.

in.

0.25

0.38

0.50

BOLT/ANCHOR

SIZE(ØD)

(UNC)

MODEL

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

I

II

III

II 405

lbs.

995III

IV 1,820

CLASS CLASS

III1,175

III1,175

II

lbs.

625

2,970

1,725

lbs.

705

2,540 IV2,970 IVIV

III1,700 III1,385III

lbs. CLASS

570 II

CLASS

II

lbs.

695

CLASS

II

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

ØD

A°


STEELBYOTHERS.

2.00

1.25

1.00

WELDLENGTH

(Lw)

in.


KIN

ET

ICS

™S

eism

ic D

esig

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anua

l

MEMBER






DOCUMENT:

P7.4.2

KSUA-AK CABLE ANCHORAGE HARDWARE KIT FOR KSUA BRACKETSPAGE 1 OF 1 - DRAWING # S-90.385-5A & S-90.385-5B RELEASE DATE: 5/21/04


MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

A°A°


2

TKSUA CABLE RESTRAINT

KIT BY KINETICS.

KSUA -AKATTACHMENT

KIT BY KINETICS.

ØD

A°STRUCTURAL STEEL

BY OTHERS.

540

lbs.

II

1,325 III

2,425 IV

CLASSCLASSCLASS

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

4,850

2,650

lbs.

1,085

IV

IV

III

1,3002,010 IVIV2,800

III1,095 7101,530 III

lbs.

290

CLASS

II

lbs.

450

CLASS

I

lbs.

625

III

II

I 505

lbs.

I

CLASS

450

lbs.

II

CLASS

I360

CLASSlbs.

III1,230 880 II1,095 III

2,250 IV IV2,010 III1,615KSUA-AK-500

KSUA-AK-375

MODEL

KSUA-AK-250

----------------

BOLT/ANCHOR

SIZE(ØD)

(UNC)

0.50

0.38

0.25

in.

CONCRETEBY OTHERS.

TKSUA CABLE RESTRAINTKIT BY KINETICS.

FOR ANCHOR EMDEDMENT & EDGE DIST.SEE "ANCHOR CAPACITIES USED BY KNC

SEISMIC PROGRAMS-WEDGE TYPEANCHOR APPLICATIONS".

KSUA -AKATTACHMENT KIT

BY KINETICS.

ØD

175

lbs. CLASS

170

lbs. CLASS

150

CLASSlbs.

I380 330 I360 I

570 II II550 II510KSUA-AK-500

KSUA-AK-375

MODEL

KSUA-AK-250

----------------

BOLT/ANCHOR

SIZE(ØD)

(UNC)

0.50

0.38

0.25

in.

185

lbs.

390 I

580 II

CLASSCLASSCLASS

MAX. HORIZ.FORCE

ORIENTATION1

@ A=0°

2,390

1,360

lbs.

530

IV

III

II

330550 IIII885

I360 220575 II

lbs.

100

CLASS

I

lbs.

170

CLASS

-0-

lbs.

260

I

-0-

-0-

A°A°


2

MAX. HORIZ.FORCE

ORIENTATION1

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION1

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=60°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=45°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=30°

MAX. HORIZ.FORCE

ORIENTATION2

@ A=0°

45°


-0- -0- -0- -0-




KIN

ET

ICS

™S

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MEMBER






PAGE:

P8.0

TABLE OF CONTENTS (Chapter P8)OTHER REQUIRED COMPONENTS FOR SUSPENDED SYSTEMS RELEASE DATE: 10/20/03

CHAPTER P8

OTHER REQUIRED COMPONENTS FOR SUSPENDED SYSTEMS

TABLE OF CONTENTS

General Description P8.1

Submittal Data P8.2

KHRC-A (Rod Stiffener Clamps for Angles) P8.2.1

KHRC-P (Rod Stiffener Clamps for Pipes) P8.2.2

KCHB (Pipe Clevis Internal Brace) P8.2.3

KSCA (Cable/Strut Attachment Bracket) P8.2.4

KSUA (Optional Cable/Strut Attachment Bracket) P8.2.5

KSCC (Strut Attachment Clip) P8.2.6

KSBC (Beam Clamp) P8.2.7




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ET

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MEMBER



www.kineticsnoise.com/SeismicBook/Pdfs/P8/P8.2.1 - KHRC-A Adjustable Stiffener Kit.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P8/P8.2.1 - KHRC-A Adjustable Stiffener Kit.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P8/P8.2.3 - KCHB Clevis Hanger Bracket.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P8/P8.2.3 - KCHB Clevis Hanger Bracket.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P8/P8.2.7 - KSBC Seismic Beam Clamp.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P8/P8.2.7 - KSBC Seismic Beam Clamp.pdf




DOCUMENT:

P8.2.1-1

KHRC-A ADJUSTABLE STIFFENER KITDRAWING # S-90.500-1A RELEASE DATE: 12/19/03

KIN

ET

ICS

KH

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2.25


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ET

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MEMBER






DOCUMENT:

P8.2.1-2

KHRC-A ADJUSTABLE STIFFENER KITDRAWING # S-90.500-1B RELEASE DATE: 12/19/03

L3 L1L2

STI

FFE

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KIN

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S

KHR

C-A


KIN

ET

ICS

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MEMBER






DOCUMENT:

P8.2.1-3

KHRC-A ADJUSTABLE STIFFENER KITDRAWING # S-90.500-1C RELEASE DATE: 12/19/03


KIN

ET

ICS

™S

eism

ic D

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n M

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l

MEMBER

L1L2

STI

FFE

NER

AN

GLE

BY O

THE

RS.

SIZ

ER

ECO

MM

END

ED O

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HO

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ETI

CS.

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B C

LEV

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R B

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BY

KIN

ETI

CS.

CLE

VIS

HA

NG

ER

BY O

THER

S.

IMP

OR

TAN

T N

OTE

S:

1.)

THE

VA

LUE

S O

F L2

AN

D (L

1+L3

) M

US

T N

OT

EX

CEE

D T

HE

MA

XIM

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UN

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AN

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LE

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BLE

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OF

KIN

ETI

CS

"SIT

ES

PE

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2.)

A M

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R R

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TALL

ATI

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.

KINE

TICS

KHR

C-A

KINE

TICS

KHR

C-A

KINE

TICS

KHR

C-A

0.38

MA

X.

0.25

MA

X.

L3

ISO

LATI

ON

BY

KIN

ETI

CS






DOCUMENT:

P8.2.3-1

KCHB CLEVIS HANGER BRACEDRAWING # S-90.600-1A RELEASE DATE: 12/19/03

PIP

E S

IZE

1-1/

2"

2"

2-1/

2"

3"

3-1/

2"

4"

5"

6"

8"

10"

12"

14"

16"

18"

20"

24"

30"

KC

HB

-17

KC

HB

-01

MO

DE

L

KC

HB

-03

KC

HB

-02

KC

HB

-04

KC

HB

-05

KC

HB

-06

KC

HB

-07

KC

HB

-08

KC

HB

-09

KC

HB

-10

KC

HB

-11

KC

HB

-12

KC

HB

-13

KC

HB

-14

KC

HB

-15

KC

HB

-16

L

ØD

AL (in.

)

14.0

0

4.5

0

4.0

0

3.5

0

2.8

8

2.3

8

1.8

8

5.5

6

6.6

3

8.6

3

10.7

5

12.7

5

16.0

0

18.0

0

20.0

0

24.0

0

30.0

0

1.0

0

0.7

5

0.7

5

0.7

5

0.7

5

0.7

5

0.7

5

0.5

0

0.5

0

0.5

0

0.5

0

0.5

0

A (in.

)

0.8

8

0.5

0

0.2

5

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min

.(i

n.)

0.3

8

ØD

ma

x.(i

n.)

0.7

5

1.2

5

0.2

50

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0.2

50

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0.2

50

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0.2

50

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KC

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BR

AC

E A

NG

LEE

AC

H K

IT C

ON

TA

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(1)

PE

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2).

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0.38

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0

0.5

0

0.5

0

0.5

0

0.5

0

0.5

0

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8

0.8

8

0.8

8

0.8

8

0.8

8

0.7

5

0.7

5

0.7

5

0.7

5

0.7

5

1.2

5

1.2

5

1.2

5

1.2

5

1.2

5


KIN

ET

ICS

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MEMBER






DOCUMENT:

P8.2.3-2

KCHB CLEVIS HANGER BRACEDRAWING # S-90.600-1B RELEASE DATE: 12/19/03


KIN

ET

ICS

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MEMBER

5" S

CH

ED

. 40

PIP

E S

HO

WN

.

CLE

VIS

HA

NG

ER

BY

OTH

ER

S

5/8-

11 U

NC

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BY

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ETI

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KC

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HA

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BR

AC

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IT B

Y K

INE

TIC

S

KC

HB

BR

AC

EA

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LE (1

)P

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KIT

BY

KIN

ETI

CS

.

ST

EP

1:

PO

SIT

ION

BR

AC

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S H

AN

GE

R B

OL

T. W

RA

PBR

ACE

ANG

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TR

AP A

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BO

LT. T

HR

EA

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TR

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TH

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WR

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KC

HB

BR

AC

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NG

LES

TR

AP

(2)

PE

RK

IT B

Y K

INE

TIC

S.






DOCUMENT:

P8.2.77

KSBC Beam ClampPAGE 1 OF 4 RELEASE DATE: 1/6/05

Kinetics KSBC Seismically Rated Beam Clamp

There is frequently a desire to attach seismic restraints to roof or floor support I-beams.Equally often the ability to add holes to these beams for bolts or to weld tabs to them isnot possible or practical. In these conditions, Beam Clamps can often be used as long asthey are of the proper type, are properly sized and are properly installed.

Before proceeding in the selection of a beam clamp, first determine that the beams towhich the restraint is to be attached are oriented properly. All connections must bepositive and not rely on friction to carry the seismic load. This means that the direction ofthe cable and/or strut used to resist the forces must be at right angles to the beam. If thecable or strut is oriented in line with the beam axis, a beam clamp cannot be used and aweld-on tab or bolted connection is required.

If, based on the above, it is possible to use a beam clamp, an appropriate type and sizemust be selected. Most commercially available Beam Clamps are not appropriate for theattachment of restraints as they are designed to support vertical loads and not transferhorizontal ones. Unless rated for horizontal loads by the manufacturer, “conventional”beam clamps should not be used. As a minimum, appropriate beam clamps must meetthe following set of requirements:

1) Beam clamps must engage both sides of a beam such that, even if the attachment boltis not fully tightened, there is no possibility that the clamp can be pulled off of thebeam.

2) Both the clamp bracket itself and the arm that engages the opposite side of the beammust be adequate to transfer the full horizontal load that is required for the application

3) The hardware used to attach the restraint or strut bracket to the beam clamp must alsobe adequate to transfer the full horizontal load that is required for the application.

4) All components used must be rated using factors consistent with code requirementsand appropriate for seismic design.

The Kinetics Noise Control KSBC Beam Clamp is designed to address the horizontalloads expected from seismic events. The two (2) sizes available use 3/8” and 1/2”attachment hardware and are equivalent to full bolted connections for hardware of thesame size. (Thus if documentation requires that a 3/8” bolt be used, a 3/8” beam clamp isequally acceptable.)

Note that, as with any seismic connection to structural elements, the ability of thestructural element to resist the design seismic load is known only by the structuralengineer of record. As these forces can be significant and because beams used tosupport structures are typically designed around the vertical or gravity loads, there may bestructural issues that must be addressed when connecting to and applying largehorizontal forces to these members. Always, before connecting restraints to beams or


KIN

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ICS

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MEMBER






DOCUMENT:

P8.2.77


other structural elements, ensure that the capacity of the elements to resist these loads isadequate. Kinetics Noise Control is not in a position to accept any responsibility forproblems that develop from restraints being attached to inadequate structural elements.

3/8" ALL THREAD

3/8" HEX NUT

3/8" X 2" LONGHEX HEAD B OLT

KSBC-1 ASSEMBLY

Typical KSBC shown with KSUA attachment clip(Can also be used with KSCA clip)


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ICS

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MEMBER






DOCUMENT:

P8.2.77



KIN

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ICS

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MEMBER

APPROX.3 1/4" TALL

3/8" X

2" L

ONG

HEX

HEAD

BOL

T

KSBC

-2 A

SSEM

BLYAPPROX.

2" TALL

KSCA

SEE

DRAW

ING

S-90

.379

-1A

KINE

TICS

SEI

SMIC

BEA

M CL

AMP

ASSE

MBLY

DOE

S NO

T IN

CLUD

ETH

ESE

BRAC

KETS

. SHO

WN

FOR

OPTI

ONAL

ASS

EMBL

IES

ONLY

.

1/2" F

LAT

WAS

HER

1/2" A

LL T

HREA

D

KSUA

-2SE

E DR

AWIN

GS-

90.3

79-5

AFO

R 1/2

" ROD

I-BEA

M(B

Y OT

HERS

)

MINU

MUM

CLAM

PING

WID

TH =

3"MA

XIMU

M CL

AMPI

NG W

IDTH

= 9"






DOCUMENT:

P8.2.77.3



KIN

ET

ICS

™S

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MEMBER

3/8" X

2" L

ONG

HEX

HEAD

BOL

T

KINE

TICS

SEI

SMIC

BEA

M CL

AMP

ASSE

MBLY

DOE

S NO

T IN

CLUD

ETH

ESE

BRAC

KETS

. SHO

WN

FOR

OPTI

ONAL

ASS

EMBL

IES

ONLY

.

3/8" F

LAT

WAS

HER

KSUA

-1SE

E DR

AWIN

GS-

90.3

79-5

AFO

R 3/8

" ROD

APPROX.2" TALL

KSBC

-1 A

SSEM

BLY

APPROX.3" TALL

KSCA

SEE

DRAW

ING

S-90

.379

-1A

3/8" A

LL TH

READ

3/8" H

EX N

UT

I-BEA

M(B

Y OT

HERS

)

MINU

MUM

CLAM

PING

WID

TH =

3"MA

XIMU

M CL

AMPI

NG W

IDTH

= 9"






PAGE:

P9.0

TABLE OF CONTENTS (Chapter P9)FLOATING FLOOR RESTRAINTS RELEASE DATE: 10/20/03

TABLE OF CONTENTS

ARCHITECTURAL RESTRAINT ELEMENTS


Floating Floor Submittal Data

FFR-1 (Embedded Floor Restraint) P9.2.1

FFR-2 (Embedded Floor Restraint) P9.2.2

PERIMETER PADS P9.2.3

Isolated Ceiling Component Submittal Data

KSWC Cable Kits P9.3.1

Isolated Wall Component Submittal Data

PSB (Wall Sway Brace) P9.4.1

IPRB (Wall Restraint Angle Clip [Top Edge]) P9.4.2

KSWB (Neoprene Resilient Wall Clip) P9.4.3




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MEMBER



www.kineticsnoise.com/SeismicBook/Pdfs/P9/P9.2.1-FFR Submittal.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P9/P9.2.1-FFR Submittal.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P9/P9.2.2-FFR-2 Submittal.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P9/P9.2.2-FFR-2 Submittal.pdf




DOCUMENT:

P9.2.1

FFR-1 FLOOR RESTRAINT (LIFT SLAB)PAGE 1 OF 1 - DRAWING # SS-20000202 RELEASE DATE: 5/17/04


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DOCUMENT:

P9.2.2

FFR-2 FLOOR RESTRAINT (ROLL OUT SYSTEM)PAGE 1 OF 1 - DRAWING # SS-20000203 RELEASE DATE: 5/17/04


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ICS

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PAGE:

P10.0

TABLE OF CONTENTS (Chapter P10)ANCHOR BOLTS AND ATTACHMENT HARDWARE RELEASE DATE: 6/09/04

TABLE OF CONTENTS

ANCHOR BOLTS AND ATTACHMENT HARDWARE


Submittal Data P10.2

KCAB Anchor Bolts (Wedge-Type Anchors) P10.2.1

KUAB Anchor Bolts (Undercut Anchors) P10.2.2

TG Grommets (Oversized Holes and Cushioned Anchorage) P10.2.3


KCAB Wedge Type Anchor Selection Guide P10.3.1

KUAB Undercut type Anchor Selection Guide P10.3.2



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ET

ICS

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MEMBER



www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.2.1 - KCAB Wedge Type Seismic Anchor Data.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.2.1 - KCAB Wedge Type Seismic Anchor Data.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.2.2 - KUAB Type P Undercut Seismic Anchor Data.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.2.2 - KUAB Type P Undercut Seismic Anchor Data.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.2.3 - TG Bolt Isolation Grommet Submittal Data.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.2.3 - TG Bolt Isolation Grommet Submittal Data.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.3.1 - KCAB Anchor Selection Guide.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.3.1 - KCAB Anchor Selection Guide.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.3.2 - KUAB Anchor Selection Guide.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/P10/P10.3.2 - KUAB Anchor Selection Guide.pdf




DOCUMENT:

P10.2.1

KCAB WEDGE TYPE SEISMIC ANCHOR DATAPAGE 1 OF 3 RELEASE DATE: 10/31/05

KCAB Wedge Type Seismic Anchor Data

The Seismic Certification programs written and used by Kinetics Noise Control use themodel KCAB Wedge Type Anchor data listed in Table P10.2.1-1 below. The variousterms and dimensions referenced in this document are defined in Figure P10.2.1-1. Anyanchors that are substituted and/or supplied by others must be evaluated and approvedby the Design Professional of Record. The data listed in Table P10.2.1-1 is drawn formICBO report data. All relevant factors for proper installation of these anchors are definedin documentation provided by Kinetics Noise Control.

The data provided in Table P10.2.1-1 is based on concrete with a minimum compressivestrength of 3,000 psi and a minimum embedment depth equal to 8 anchor diameters.

Table P10.2.1-1: KCAB Wedge Type Seismic Anchor Basic Capacities(Reference: Figure P10.2.1-1)

AnchorSize3

(in)

MinimumEmbedment

(in)

BasicASD

TensileAllowable1

(lbs)

BasicASD

ShearAllowable1

(lbs)

MinimumSpacing2

(in)

MinimumEdge

Distance2

(in)

1/4 2 280 400 4 3-3/83/8 3 588 1,018 6 4-7/81/2 4 874 1,769 7 6-3/45/8 5 1,317 2,640 8 8-1/43/4 6 1,668 4,225 10-1/4 9-3/47/8 7 2,264 6,210 12-5/16 9-1/81 8 2,535 8,328 14-5/8 13-1/21 9 2,730 8,328 12 13-1/2

1-1/4 10 5,105 9,918 15 12-15/16

1) For Non-California projects these values may be inflated by 33-1/3% for seismic and windapplications. For California Non-OSHPD projects these values must be reduced by 20%. ForCalifornia OSHPD projects the allowable loads for lightweight, 2,000 psi, concrete must bereduced by 20% to simulate cracked concrete. In this case the values listed here do not apply.2) Minimum spacing and edge distance are required to develop the maximum listed allowableloads.3) If the Clearance Hole Diameter is greater than or equal to 1/8 more than the Anchor Size, fillthe clearance space with grout or epoxy, or use the appropriate Kinetics Noise Control model TGGrommet.


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DOCUMENT:

P10.2.1

KCAB WEDGE TYPE SEISMIC ANCHOR DATAPAGE 2 OF 3 RELEASE DATE: 10/31/05

Anc

hor

Leng

th

Min

.E

dge

Dis

t.

Min

.S

paci

ng

Slab

/H

ouse

keep

ing

Pad

Thic

knes

s

Min

.E

mbe

dmen

t

Min

.C

over

Leng

th C

ode

Sta

mpe

d H

ere

Cle

aran

ceH

ole

Dia

.

Anc

hor S

ize

Mou

ntin

gPl

ate/

Foot

Figure P10.2.1-1: KCAB Wedge Type Seismic Anchor Installation Guide.


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DOCUMENT:

P10.2.1

KCAB WEDGE TYPE SEISMIC ANCHOR DATAPAGE 3 OF3 RELEASE DATE: 10/31/05

Table P10.2.1-2: Anchor Length by Length Code Stamp (Anchor Size Independent)

LengthCodeStamp

Anchor Length(in)

LengthCodeStamp

Anchor Length(in)

A 1.5 to 2.0 K 6.5 to 7.0B 2.0 to 2.5 L 7.0 to 7.5C 2.5 to 3.0 M 7.5 to 8.0D 3.0 to 3.5 N 8.0 to 8.5E 3.5 to 4.0 O 8.5 to 9.0F 4.0 to 4.5 P 9.0 to 9.5G 4.5 to 5.0 Q 9.5 to 10.0H 5.0 to 5.5 R 10.0 to 11.0I 5.5 to 6.0 S 11.0 to 12.0J 6.0 to 6.5 ---------- ---------------

Table P10.2.1-3: Anchor Size vs. Tightening Torque for Standard Weight Concrete

AnchorSize(in)

AnchorTightening

Torque(ft-lbs)

1/4 8.003/8 25.001/2 55.005/8 90.003/4 175.07/8 250.01 300.0

Table P10.2.1-4: Minimum Cover Requirements per ACI 318-02

MinimumCover

(in)Concrete Exposure Condition

Cast-in-Place & Nonprestressed

3 Cast-in-place and permanently exposed to the ground.1-1/2 Exposed to the ground or weather.3/4 Slabs, walls, or joists not exposed to the weather or ground.

1-1/2 Beams or Columns not exposed to the weather or ground.3/4 Shells or folded plate members not exposed to the weather or ground.


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DOCUMENT:

P10.2.2

KUAB TYPE P UNDERCUT SEISMIC ANCHOR DATAPAGE 1 OF 3 RELEASE DATE: 10/31/05

KUAB Type P Undercut Seismic Anchor Data

The Seismic Certification programs written and used by Kinetics Noise Control use themodel KUAB Type P Undercut Anchor data listed in Tables P10.2.2-1, P10.2.2-2, andP10.2.2-3 below. Type P indicates that the anchor is a pre-setting or pre-positioningtype of anchor. The various terms and dimensions referenced in this document aredefined in Figures P10.2.2-1, P10.2.2-2, and P10.2.2-3. Any other anchors that aresubstituted and/or supplied by others must be evaluated and approved by the DesignProfessional of Record. The data listed in Tables P10.2.2-1 through P10.2.2-3 is drawnfrom ICC ES Report ESR-1546 (Issued August 1, 2004). All relevant factors for properinstallation of these anchors are defined in documentation provided by Kinetics NoiseControl.

The values in Table P10.2.2-1 are based on normal-weight concrete with a compressivestrength of 3,000 psi, and are adjusted for seismic and wind loading applications inaccordance with the provisions established in ACI 318-02 Appendix D.

Table P10.2.2-1: KUAB Type P Undercut Seismic Anchor Capacities.(Reference: Figure P10.2.2-1)

UndercutAnchorModel

AnchorSize1

mm(in)

Req.Embed.2

mm(in)

SeismicTensileAllow.ASD3

N(lbs)

SeismicShearAllow.ASD3

N(lbs)

Req.Spacing2

mm(in)

Req.EdgeDist.2mm(in)

LengthCode

Stamp

KUAB-01 M10(3/8)

100(3.94)

19,424(4,365)

8,869(1,993)

300(11.81)

150(5.91) I

KUAB-02 M12(1/2)

125(4.92)

24,284(5,457)

12,856(2,889)

375(14.76)

188(7.38) L

KUAB-03 M16(5/8)

190(7.48)

48,567(10,914)

23941(5,380)

570(22.44)

285(11.22) R

KUAB-04 M20(3/4)

250(9.84)

72,851(16,371)

36797(8,269)

750(29.53)

375(14.76) V

1 - If the Clearance Hole Diameter is greater than or equal to 1/8 more than the Anchor Size, fillthe clearance space with grout or epoxy, or use the appropriate Kinetics Noise Control modelTG Grommet.

2 - Required embedment, spacing, and edge distance are required to develop the maximumlisted allowable loads.

3 - These values may not be inflated by 33-1/3% for seismic and wind applications!


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DOCUMENT:

P10.2.2


Req.Spacing

Req.EdgeDist.

Req.EdgeDist.

MountingPlate/Foot

H =Req. Embed.

+Cover

Length CodeStamp

Figure P10.2.2-1: KUAB Type P Undercut Seismic Anchor Placement Guide.

Table P10.2.2-2: KUAB Type P Undercut Seismic Anchor Dimensional Data.(Reference: Figure P10.2.2-2)

UndercutAnchorModel

AnchorSizemm(in)

Amm(in)

Bmm(in)

Cmm(in)

Dmm(in)

Emm(in)

Fmm(in)

Gmm(in)

Hmm(in

LengthCode

Stamp

KUAB-01 M10(3/8)

20(0.79)

107(4.21)

20(0.79)

12(0.47)

10(0.39)

17(0.67)

27.5(1.08)

170(6.69) I

KUAB-02 M12(1/2)

22(0.87)

135(5.31)

30(1.18)

14(0.55)

12(0.47)

19(0.75)

33.5(1.32)

190(7.48) L

KUAB-03 M16(5/8)

30(1.18)

203(7.99)

40(1.57)

18(0.71)

16(0.63)

24(0.94)

45.5(1.79)

270(10.63) R

KUAB-04 M20(3/4)

37(1.46)

266(10.47)

50(1.97)

22(0.87)

20(0.79)

30(1.18)

50(1.97)

350(13.78) V


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DOCUMENT:

P10.2.2


ØE - Stud Dia.

ØA - Drill Dia.

B - Min.Drill Depth

C - Max. Grip

ØDClearance

Hole

H - Min.ConcreteThickness

F - Across Flats

ØG - Washer Dia.

Figure P10.2.2-2: KUAB Type P Undercut Seismic Anchor Installation Guide.

Table P10.2.2-3: Anchor Size vs. Tightening Torque for Standard Weight Concrete.

UndercutAnchorModel

AnchorSizemm(in)

AnchorTightening

TorqueN-m

(ft-lbs)

LengthCode

Stamp

KUAB-01 M10(3/8)

50(37) I

KUAB-02 M12(1/2)

80(59) L

KUAB-03 M16(5/8)

120(88) R

KUAB-04 M20(3/4)

300(221) V


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DOCUMENT:

P10.2.3

TG BOLT ISOLATION GROMMET SUBMITTAL DATAPAGE 1 OF 3 RELEASE DATE: 9/20/04

TG Bolt Isolation Grommet Submittal Data

The Kinetics Noise Control model TG Bolt Isolation Grommet is used primarily to fill theexcess clearance in the anchor/bolt holes in equipment/isolator mounting plates/feet. Thecodes and best practice require that the diameter of an anchor/bolt hole not exceed thediameter of the anchor/bolt by more than 1/8 inch. In many cases, the seismic analysiswill indicate that an anchor/bolt of smaller size than that provided for in the mountingplate/foot may be used for a specific application. The Kinetics Noise Control model TGBolt Isolation Grommet may be used in these cases to bring the anchor/bolt holeclearance into line with the code and best practice recommended clearance for thesmaller anchor/bolt size. In order to perform satisfactorily in this type of application, thematerial used for the model TG Bolt Isolation Grommet is 80 Durometer Neoprene. Atypical Kinetics Noise Control model TG Bolt Isolation Grommet is shown below inFigure P10.2.3-1. The dimensional data for the product family line is given in TablesP10.2.3-1 and P10.2.3-2. A typical TG Bolt Isolation Grommet Installation is shown inFigure P10.2.3-2.

Model No.

ØA

ØB

ØE

Size(in)

KINE

TICS

®1/4

TG-2

5

80 DurometerNeoprene

C

D

Figure P10.2.3-1: Typical Model TG Bolt Isolation Grommet.


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DOCUMENT:

P10.2.3


Table P10.2.3-1: TG Bolt Isolation Grommet English Dimensional Data.

ModelAnchor/

BoltSize(in)

A(in)

B(in)

C(in)

D(in)

E(in)

TG-25 1/4 1.00 0.25 0.13 0.38 0.50TG-38 3/8 1.25 0.38 0.13 0.50 0.63TG-50 1/2 1.63 0.50 0.13 0.50 0.75TG-63 5/8 2.00 0.63 0.19 0.63 0.88TG-75 3/4 2.25 0.75 0.19 0.63 1.00TG-100 1 2.75 1.00 0.25 0.88 1.25TG-125 1-1/4 3.25 1.25 0.25 0.88 1.50TG-150 1-1/2 3.75 1.50 0.25 1.00 1.75

Table P10.2.3-2: TG Bolt Isolation Grommet Metric Dimensional Data.

ModelAnchor/

BoltSize(in)

A(mm)

B(mm)

C(mm)

D(mm)

E(mm)

TG-25 1/4 25.4 6.4 3.2 9.5 12.7TG-38 3/8 31.8 9.5 3.2 12.7 15.9TG-50 1/2 41.3 12.7 3.2 12.7 19.1TG-63 5/8 50.8 15.9 4.8 15.9 22.2TG-75 3/4 57.2 19.1 4.8 15.9 25.4TG-100 1 69.9 25.4 6.4 22.2 31.8TG-125 1-1/4 82.6 31.8 6.4 22.2 38.1TG-150 1-1/2 95.3 38.1 6.4 25.4 44.4


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DOCUMENT:

P10.2.3


ANCHOR/BOLTMODEL TG BOLT

ISOLATION GROMMETMOUNTING

PLATE/FOOT

OVERSIZED HOLEIN MOUNTINGPLATE/FOOT

Figure P10.2.3-2: Typical TG Bolt Isolation Grommet Installation.


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KINETICS™ Seismic Design Manual

KCCAB CRACKED CONCRETE WEDGE TYPE SEISMIC ANCHOR DATAPAGE 1 of 3 SECTION – P10.2.4

Toll Free (USA Only): 800-959-1229 RELEASED ON: 08/07/2008International: 614-889-0480FAX 614-889-0540World Wide Web: www.kineticsnoise.comE-mail: [email protected]

Dublin, Ohio, USA Mississauga, Ontario, Canada Member

KCCAB CRACKED CONCRETE WEDGE TYPE SEISMIC ANCHOR DATA

Table P10.2.4-1; Model KCCAB Anchor Capacities – Standard Embedment in 3,000 psi NormalWeight Concrete

Anc

hor S

ize

(in)

Pilo

t Hol

e D

epth

(in)

Anc

hor E

mbe

dmen

t (in

)

Allo

wab

le T

ensi

le L

oad

(ASD

) (lb

s)

Allo

wab

le C

ombi

ned

Load

(ASD

) (lb

s)

Allo

wab

le S

hear

Loa

d(A

SD) (

lbs)

Crit

ical

Anc

hor S

paci

ng(in

)

Crit

ical

Anc

hor E

dge

Dis

tanc

e (in

)

Min

imum

Con

cret

eTh

ickn

ess

(in)

3/8 2 5/8 2 1,102 691 999 6 4 3/8 4

1/2 4 3 1/4 2,386 1,706 2,839 9 3/4 7 1/2 6

5/8 4 3/4 4 2,835 2,284 4,678 12 8 3/4 6

3/4 5 3/4 4 3/4 4,272 3,321 6,313 14 1/4 9 8

0

500

1,000

1,500

2,000

2,500

3,000

3,500

4,000

4,500

0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000

Horizontal Load (lbs)

Vert

ical

Loa

d (lb

s)

3/8 Anchor

1/2 Anchor

5/8 Anchor

3/4 Anchor

Figure P10.2.4-1; Seismic Capacity Envelopes for Model KCCAB Concrete Anchors withStandard Embedment







Anc

hor

Leng

th

Min

.E

dge

Dis

t.

Min

.S

paci

ng

Sla

b/H

ouse

keep

ing

Pad

Thic

knes

s

Min

.E

mbe

dmen

t

Min

.C

over

Leng

th C

ode

Sta

mpe

d H

ere

Cle

aran

ceH

ole

Dia

.

Anc

hor S

ize

Mou

ntin

gPl

ate/

Foot

Figure P10.2.4-2; KCCAB Cracked Concrete Seismic Anchor Installation Guide







Table P10.2.4-2: Anchor Length by Length Code Stamp (Anchor Size Independent)

LengthCodeStamp

Anchor Length(in)

LengthCodeStamp

Anchor Length(in)

A 1.5 up to 2.0 M 7.5 up to 8.0B 2.0 up to 2.5 N 8.0 up to 8.5C 2.5 up to 3.0 O 8.5 up to 9.0D 3.0 up to 3.5 P 9.0 up to 9.5E 3.5 up to 4.0 Q 9.5 up to 10.0F 4.0 up to 4.5 R 10.0 up to 11.0G 4.5 up to 5.0 S 11.0 up to 12.0H 5.0 up to 5.5 T 12.0 up to 13.0I 5.5 up to 6.0 U 13.0 up to 14.0J 6.0 up to 6.5 V 14.0 up to 15.0K 6.5 up to 7.0 W 15.0 up to 16.0L 7.0 up to 7.5 ---------- ---------------

Table P10.2.4-3: Anchor Size vs. Tightening Torque for Standard Weight Concrete

AnchorSize(in)

AnchorTightening

Torque(ft-lbs)

3/8 25.001/2 40.005/8 60.003/4 110.0






DOCUMENT:

P10.3.1

KCAB ANCHOR SELECTION GUIDEPAGE 1 OF 5 RELEASE DATE: 10/31/05

KCAB Wedge Type Anchor Selection Guide

For wedge type concrete anchors, the factor of safety is computed using the followingequation.

F.S. 1 = 1/[(T/TA)(5/3) + (P/PA)(5/3)] (Eq. P10.3.1-1)

Where:F.S. = the factor of safety.T = the applied tensile force acting on the anchor (lbs).TA = the allowable tensile load for the specified anchor size (lbs).P = the applied shear force acting on the anchor (lbs).PA = the allowable shear load for the specified anchor size (lbs).

It is possible to use Equation P10.3.1-1 to compute an allowable combined anchor loadwhere the applied tensile force is equal to the applied shear force. With this information, acapacity envelope may be constructed for the various wedge type concrete anchors thatare specified and used by Kinetics Noise Control. In Equation P10.3.1-2 the appliedtensile load has been made equal to the applied shear load, and is designated as FC.

1 = 1/[(FC/TA)(5/3) + (FC/PA)(5/3)] (Eq. P10.3.1-2)

Solving Equation P10.3.1-2 for FC and simplifying will yield the following result.

FC = ( TA * PA) * [1/(TA(5/3) + PA

(5/3))](3/5) (Eq. P10.3.1-3)

The data provided in Table P10.3.1-1 is based on concrete with a minimum compressivestrength of 3,000 psi and a minimum embedment depth equal to 8 anchor diameters. Thecapacity envelopes for the anchors presented in Table P10.3.1-1 are plotted in FiguresP10.3.1-1 through P10.3.1-4.


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DOCUMENT:

P10.3.1


Table P10.3.1-1; KCAB Wedge Type Anchor Basic Capacities.

AnchorSize2

(in)

MinimumRequiredEmbed.Depth

(in)

ASDAllow.TensileLoad1

(T=0)(lbs)

ASDAllow.ShearLoad1

(P=0)(lbs)

ASDAllow.Comb.Load1

(FC=T=P)(lbs

LRFDAllow.TensileLoad1

(T=0)(lbs)

LRFDAllow.ShearLoad1

(P=0)(lbs)

LRFDAllow.Com.Load1

(FC=T=P)(lbs)

1/4 2 280 400 215 392 560 3013/8 3 588 1,018 480 823 1,425 6721/2 4 874 1,769 744 1,224 2,477 1,0415/8 5 1,317 2,640 1,118 1,844 3,696 1,5653/4 6 1,668 4,225 1,486 2,335 5,915 2,0807/8 7 2,264 6,210 2,044 3,170 8,694 2,8611 8 2,535 8,328 2,346 3,549 11,659 3,2851 9 2,730 8,328 2,503 3,822 11,659 3,504

1-1/4 10 5,105 9,918 4,301 7,147 13,885 6,021

1) For Non-California projects these values may be inflated by 33-1/3% for seismic and windapplications. For California Non-OSHPD projects these values must be reduced by 20%. ForCalifornia OSHPD projects the allowable loads for lightweight, 2,000 psi, concrete must bereduced by 20% to simulate cracked concrete. In this case the values listed here do not apply.2) If the Clearance Hole Diameter is greater than or equal to 1/8 more than the Anchor Size, fillthe clearance space with grout or epoxy, or use the appropriate Kinetics Noise Control model TGGrommet.


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DOCUMENT:

P10.3.1


0

100

200

300

400

500

600

700

800

900

0 200 400 600 800 1,000 1,200 1,400 1,600 1,800

Anchor Shear Load (lbs)

Anc

hor T

ensi

le L

oad

(lbs) 1/4" Anchor

3/8" Anchor1/2" Anchor

Figure P10.3.1-1; Basic ASD Values for 1/4 through 1/2 Anchors.

0

500

1,000

1,500

2,000

2,500

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000


Anc

hor T

ensi

le L

oad

(lbs) 5/8" Anchor


Figure 10.3.1-2; Basic ASD Values for 5/8 Though 7/8 Anchors


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DOCUMENT:

P10.3.1


0

1,000

2,000

3,000

4,000

5,000

6,000

0 2,000 4,000 6,000 8,000 10,000


Anc

hor T

ensi

le L

oad

(lbs)

1" Anchor @ 8" Embed.1" Anchor @ 9" Embed.1-1/4" Anchor

Figure P10.3.1-3; Basic ASD Values for 1 through 1-1/4 Anchors.

0

200

400

600

800

1,000

1,200

1,400

0 250 500 750 1,000 1,250 1,500 1,750 2,000 2,250 2,500


Anc

hor T

ensi

le L

oad

(lbs) 1/4" Anchor


Figure 10.3.1-4; Basic LRFD Values for 1/4 Though 5/8 Anchors


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DOCUMENT:

P10.3.1


0

500

1,000

1,500

2,000

2,500

3,000

3,500

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000


Anc

hor T

ensi

le L

oad

(lbs)

5/8" Anchor3/4" Anchor7/8" Anchor

Figure P10.3.1-5; Basic LRFD Values for 5/8 through 7/8 Anchors.

0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

0 2,000 4,000 6,000 8,000 10,000 12,000 14,000


Anc

hor T

ensi

le L

oad

(lbs) 1" Anchor @8" Embed.

1" Anchor @ 9" Embed.1-1/4" Anchor

Figure 10.3.1-2; Basic LRFD Values for 1 Though 1-1/4 Anchors


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DOCUMENT:

P10.3.2

KUAB TYPE P SEISMIC ANCHOR SELECTION GUIDEPAGE 1 OF 4 RELEASE DATE: 10/31/05

KUAB Type P Undercut Seismic Anchor Selection Guide

The Kinetics Noise Control model KUAB Type P Undercut Seismic Anchors arepurchased from HILTI, Inc., and are described in Document P.10.2.2. The SeismicRestraint Envelopes for this type of anchor will be constructed according to theinformation found in ICC ES Report number ESR-1546, Section 4.2.1. In this document,the following definitions will apply.

T = the applied tensile load in the anchor.TA = the allowable tensile load in the anchor, ASD or LRFD.P = the applied shear load in the anchor.PA = the allowable shear load in the anchor, ASD or LRFD.FC = the combined load case where T = P.

For applied shear loads P 0.2PA the full allowable load in tension TA may be taken. Forapplied tensile loads T 0.2TA the full allowable load in shear PA may be taken. For allother conditions;

(T/TA) + (P/PA) 1.2 (Eq. P10.3.2-1)

Setting T = P = FC, and solving for the combined load FC will provide the closing data pointfor the Seismic Restraint Envelopes.

FC = 1.2TAPA/(PA+TA) (Eq. P10.3.2-2)

The ASD, and LRFD Allowable Tensile, Shear, Combined Loads for the Kinetics NoiseControl model KUAB Type P Undercut Seismic Anchors are given in Table P10.3.2-1.The Seismic Restraint Envelopes for those anchors are presented in Figures P10.3.2-1and P10.3.2-2 for ASD values, and Figures P10.3.2-3 and P10.3.2-4 for LRFD values.


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DOCUMENT:

P10.3.2


Table P10.3.2-1; KUAB Type P Undercut Seismic Type Anchor Capacities (HILTI HDA-P Undercut Concrete Anchors)

AnchorSize1

(mm)

[ Stud ](in)

Min.Req.’dEmbed.Depth

(in)

ASDAllow.TensileLoad2

(T=0)(lbs)

ASDAllow.ShearLoad2

(P=0)(lbs)

ASDAllow.Comb.Load2

(FC=T=P)(lbs)

LRFDAllow.TensileLoad2

(T=0)(lbs)

LRFDAllow.ShearLoad2

(P=0)(lbs)

LRFDAllow.Comb.Load2

(FC=T=P)(lbs)

M10 [ 3/8 ] 4 4,365 1,993 1,642 6,111 2,790 2,299M12 [ 1/2 ] 5 5,457 2,889 2,267 7,640 4,045 3,174M16 [ 5/8 ] 7-1/2 10,914 5,380 4,324 15,280 7,532 6,054M20 [ 3/4 ] 9-7/8 16,371 8,269 6,593 22,919 11,577 9,230

1) If the Clearance Hole Diameter is greater than or equal to 1/8 more than the Anchor Size, fillthe clearance space with grout or epoxy, or use the appropriate Kinetics Noise Controlmodel TG Grommet.

2) These values may not be inflated by 33-1/3% for seismic and wind applications!

0

500

1,000

1,500

2,000

2,500

3,000

3,500

0 1,000 2,000 3,000 4,000 5,000 6,000


Anc

hor T

ensi

le L

oad

(lbs)

M10 Anchor

M12 Anchor

Figure P10.3.2-1; Basic ASD Values for M10 and M12 Anchors.


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DOCUMENT:

P10.3.2



0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

9,000

0 5,000 10,000 15,000 20,000


Anc

hor T

ensi

le L

oad

(lbs)

M16 Anchor

M20 Anchor

Figure P10.3.2-2; Basic ASD Values for M16 and M20 Anchors.

0

500

1,000

1,500

2,000

2,500

3,000

3,500

4,000

4,500

0 2,000 4,000 6,000 8,000 10,000


Anc

hor T

ensi

le L

oad

(lbs)

M10 Anchor

M12 Anchor

Figure P10.3.2-3; Basic LRFD Values for M10 and M12 Anchors.

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DOCUMENT:

P10.3.2



0

2,000

4,000

6,000

8,000

10,000

12,000

14,000

0 5,000 10,000 15,000 20,000 25,000


Anc

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(lbs)

M16 Anchor

M20 Anchor

Figure P10.3.2-4; Basic LRFD Values for M16 and M20 Anchors.

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TITLE: KCAB & KCCAB ANCHOR INSTALLATION INSTRUCTIONSPAGE 1 of 2 SECTION – P10.4



ANCHOR INSTALLATION INSTRUCTION KCAB-KCCAB

KCAB and KCCAB anchors shall be installed in holes drilled into the base material using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter shallbe equal to that of the anchor. The drilled hole shall exceed the required anchor embedmentdepth by at least one anchor diameter to permit over-driving of anchors and to provide a dustcollection area.

Anchors shall be installed to a minimum embedment depth and with at least the minimum edgedistance as specified in the table below.

KCAB Data KCCAB DataAnchor Size Minimum

Embedment(in)

Minimum EdgeDistance (in)

MinimumEmbedment

(in)

MinimumEdge Distance

(in)0.25 2.0 3.380.38 3.0 4.88 2.00 6.500.50 4.0 6.75 3.25 7.500.62 5.0 8.25 4.00 8.750.75 6.0 9.75 4.75 9.001.00 8.0 13.50

1.00 (Hi Capacity) 9.0 13.50

The anchor shall be hammered into the predrilled hole until at least 6 threads (KCAB) or 4 threads(KCCAB) are below the fixture surface. The nut shall be tightened against the washer until thetorque values specified in the table below are obtained.

KCAB Data KCCAB DataAnchor Size Torque (in lb) Torque (Nm) Torque (in lb) Torque (Nm)

0.25 4 60.38 20 27 25 340.50 40 54 40 540.62 85 115 60 810.75 150 202 110 1491.00 325 439

See page to follow for detailed installation procedure.




TITLE: KCAB & KCCAB ANCHOR INSTALLATION INSTRUCTIONSPAGE 2 of 2 SECTION – P10.4



1) Hammer drill a hole to the same nominal diameter as the KCAB or KCCAB using a bitcomplying with ANSI B212.15-1994. The hole depth should exceed the listed embedmentdepth by 1 anchor diameter. The component being restrained can be used as a guide toproperly locate the hole.

2) Clean the hole using an air source to blow the debris out.3) Drive the anchor bolt into the hole using a hammer.

a) KCAB anchors should be driven in to their rated embedment depth (with at least 6threads being driven below the surface against which the nut will bear).

b) KCCAB anchors should be driven in to their rated embedment depth (with the markeron the side of the anchor flush with the concrete surface and with at least 4 threadsbeing driven below the surface against which the nut will bear).

4) Tighten the nut to the recommended installation torque.






DOCUMENT:

A1.1

KINETICS SEISMIC INSTALLATION INSPECTION (PIPE/DUCT/CONDUIT)PAGE 1 OF 1 RELEASE DATE: 4/05/04

KINETICS SEISMIC INSTALLATION INSPECTIONPiping/Ductwork Deviation Cable Restrained Ductwork/PipingProject: P.O. Number: Inspection Date:Pipe/Duct Size: Ref No: Performed By:

1) What is the basic concern in the restraint at this location

2) What is the observed Cable size and is it adequate? o Yes, o Comment

3) Is the restraint connection to the equipment consistent with that modeled in the analysis?o Yes, o Comment

4) Is the restraint connection to the structure consistent with that modeled in the analysis?o Yes, o Comment

5) Is the mounting hole diameter 1/8” or less greater than the attachment hardware diameter or isit grouted to prevent lateral motion between the equipment, restraint component andstructure?o Yes, o Comment

If Anchored to ConcreteAnchor Type and Manufacturero As specified in calculation, o Other

Is Embedment Consistent with analysis?o Yes, o Comment

How was Embedment Determined?If attached to beam or truss

Is connection secure and such that the beam or truss is not subjected to undesirable strain?o Yes, o Comment

6) Is the Support strength adequate for the seismic load?o Yes – Based on

o Not Determined – Must be verified by Equipment manufacturerComments

7) Is the localized building structure adequate for the seismic load?o Yes – Based ono Not Determined – Must be verified by the building structural engineerComments

8) Based on the above, recommendations to ensure that the equipment is restrained adequatelyto meet specified code requirements? o Yes, o No, o Not Determined, o Yeswith conditions

This inspection is applies to the connection between the restrained equipment and the structure only. Kinetics bears no responsibility for the ability of either of these componentsto resist the seismic load or remain operational after the seismic event. This inspection is subject to all items identified on the standard disclaimer that are not otherwiseaddressed explicitly by this inspection. No other warranty, expressed or implied, is made or intended. 7/05/2002


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DOCUMENT:

A1.1.1

GENERAL PIPE/DUCT INSTALLATION REQUIREMENTS PAGE 1 OF 2 RELEASE DATE: 12/09/04

GENERAL PIPING/DUCTWORK INSTALLATION REQUIREMENTS (IBC APPLICATIONS)

Because much of the detailed information required to make final decisions on the need forrestraint on particular runs of piping or ductwork cannot be fully ascertained from thedrawings provided, the drawings or marked prints provided by Kinetics are subject to thefollowing: 1) Unless otherwise noted, it is assumed that all piping or ductwork falls into the “Medium

Deformability” or better category. All restraints are sized based on “MediumDeformability” criteria. Additional restraint requirements may be necessary for“Low Deformability” systems. “Low Deformability” is defined as systems that willfail if deformed by a factor of 1.5 times the point at which the a permanent set beginsto occur. Items such as glass lined piping or systems that are made of, or interfacewith components that are brittle in nature.

2) It is normally unknown whether or not piping/ductwork mounted within 12” of the

structure, is considered to be “Highly Deformable”, is fitted with non-momentgenerating connections and/or is free to swing without contacting structure, otherpiping, ductwork or equipment. (Refer also to the 12” rule in the Kinetics SeismicDesign Manual section D7.4.1 (piping) and D8.4.1 (Ductwork) and non-momentgenerating connections as defined in section D7.5.5 (piping) or D8.5.5 (Ductwork)).As a result, all piping is assumed not to conform to the above and where the size issuch that restraint may be required, it is so indicated on the drawings. In these areas,if all of the above qualifications can be met for the full length of a run, restraintscan be omitted on that run. (Note: “High Deformability” systems are those which willnot catastrophically fail, even if deformed by a factor of 3.5 times the point at which apermanent set begins to occur. Items like brazed tubing, welded steel piping, pipingusing threaded forged steel fittings or flanges and glued PVC piping typically fall intothis category.)

3) Small ducts are not shown as requiring restraint, subject to item 4 below and in

accordance with SMACNA as permitted by Section 1621.3.9 in the IBC, even if theimportance factor for these systems is 1.5.

4) Some pipe and duct sizes can often be excluded based on size. These are shown as

not restrained on the drawings provided by Kinetics. They do not require non-momentgenerating connections. However, in order for the exclusion to apply, there is a furtherrequirement that these systems are sufficiently far away from other systems, structure,and/or equipment; that the motion likely to result from an earthquake will not result incontact between local components. If this is not the case, these systems will requirerestraint in the same manner as the larger systems.


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DOCUMENT:

A1.1.1

GENERAL PIPE/DUCT INSTALLATION REQUIREMENTS PAGE 2 OF 2 RELEASE DATE: 12/09/04

5) Where piping or ductwork is shown grouped and running together, it is assumedthat these are on a common trapeze and restraints will be selected and sizedaccordingly. If a sufficient quantity of smaller piping, conduit or duct is mounted on asingle trapeze, the total operating weight of these components will be compared to theminimum size exemption to determine whether or not restraint will be indicated. Thusif 4 pieces of 1-1/2” pipe are trapezed together, their total weight exceeds that of asingle 2” pipe (the exempted limit in some cases) and restraint wil be indicated basedon their combined weight.

6) All restraint locations shown are approximate. The maximum allowed spacing

cannot exceed the limits indicated on the supporting calculation document orcomments provided on the marked drawing itself. Restraints located at corners orchanges of direction in the pipe or duct system are assumed to be effective for both ofthe adjacent runs. (This means that they are intended to be located within 24” of thedirection change centerline.)

7) No attempt has been made to ensure that adequate capacity exists in the structure to

resist the forces generated by the restrained system. Exact design forces can bedetermined by prorating the provided analysis documents to the situation at hand. It isthe responsibility of the Project Structural Engineer or Engineer of Record toindicate potential suitable restraint locations that will handle these forces in theproximity of the locations indicated by Kinetics.

8) Restraint locations are indicated on the drawings using double ended arrows as shown

below. Arrows oriented with the axis of the pipe or duct indicate axial or longitudinalrestraints. Arrows oriented at right angles to the axis of the pipe or duct indicate lateralor transverse restraints. Symbols showing arrow oriented both ways indicate bothlateral and axial restraint.


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DOCUMENT:

A1.2

KINETICS SEISMIC INSTALLATION INSPECTION (FLR MTD EQUIPMENT)PAGE 1 OF 1 RELEASE DATE: 4/05/04

KINETICS SEISMIC INSTALLATION INSPECTIONEquipment Installation Inspection Floor Mounted, Isolated or Hard MountedProject: P.O. Number: Inspection Date:Equip Type: Tag: Performed By:

1) Is the Equipment arrangement consistent with that modeled in the analysis? (Attach Copy)o Yes, o Comment

2) Are the attachment clips sizes and locations consistent with that modeled in the analysis?o Yes, o Comment






How was Embedment Determined? Is the concrete contiguous over the full length of the anchor?

o Yes, o Comment

6) Is the equipment strength adequate for the seismic load?o Yes – Based on






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DOCUMENT:

A1.3

KINETICS SEISMIC INSTALLATION INSP (CABLE RESTRAINED EQUIPMENT)PAGE 1 OF 1 RELEASE DATE: 4/05/04

KINETICS SEISMIC INSTALLATION INSPECTIONEquipment Installation Inspection Cable Restrained, Isolated or Hard MountedProject: P.O. Number: Inspection Date:Equip Type: Tag: Performed By:

1) Is the Equipment arrangement consistent with that modeled in the analysis? (Attach Copy)o Yes, o Comment

2) Is the cable size and location consistent with that modeled in the analysis? o Yes,o Comment






How was Embedment Determined? Is the concrete contiguous over the full length of the anchor?

o Yes, o Comment

6) Is the equipment strength adequate for the seismic load?o Yes – Based on






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DUBLIN, OHIO, USA MISSISSAUGA, ONTARIO, CANADA



DOCUMENT:

A1.4

KINETICS SEISMIC INSTALLATION INSP (CURB MOUNTED EQUIPMENT)PAGE 1 OF 1 RELEASE DATE: 8/08/05

KINETICS SEISMIC INSTALLATION CERTIFICATIONEquipment Installation Inspection Curb Mounted Isolated or Non Isolated Equipment

Project: ____________________________ P.O. Number: _________________Inspection Date:________________Equip Type: _________________________ Tag: _________________________Performed By: ________________

1) Is the equipment arrangement consistent with that modeled in the analysis (Attach Copy)?o Yes, o Comment _________________________________________________________________

___________________________________________________________________________________________2) If Isolated, are the internal restraint components consistent in quantity and location with that modeled in the analysis?

o Yes, o Comment _________________________________________________________________

_____________________________________________________________________________________________3) Is the connection between the curb and the structure consistent with that modeled in the analysis and in the KNC

Seismic manual section D6.2.4 as appropriate? (Note weld size, screw size and quantity, blocking etc, dependingon curb type).o Yes, o Comment _________________________________________________________________

_____________________________________________________________________________________________4) Is the restraint connection to the equipment consistent with that modeled in the analysis? (This may be direct to

structure for hard mounted equipment but will be direct to the equipment rail if the equipment is isolated.)o Yes, o Comment _________________________________________________________________

____________________________________________________________________________If Anchored to ConcreteAnchor Type and Manufacturer

o As specified in calculation,o Other ____________________________________________________________Does the min Edge Distance Exceeds the Minimum listed in the KNC Seismic manual section P10.2.1?o Yes, o Comment __________________________________________________________________

Is Embedment Consistent with analysis?o Yes, o Comment _________________________________________________________________

How was Embedment Determined? _____________________________________________________________Is concrete contiguous over full length of anchor?

o Yes, o Comment _________________________________________________________________

5) Does the equipment strength appear adequate to resist the seismic load?o Yes Based on _____________________________________________________________________o Not Determined Must be verified by Equipment manufacturerComments ____________________________________________________________________________

6) Is the localized building structure adequate for the seismic load?o Yes Based on _____________________________________________________________________o Not Determined Must be verified by the building structural engineerComments ____________________________________________________________________________

7) Based on the above, is the equipment restrained adequately to meet specified coderequirements? o Yes, o No, o Not Determined, o Yes with conditions

___________________________________________________________________________________________

___________________________________________________________________________________________

___________________________________________________________________________________________

___________________________________________________________________________________________



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DOCUMENT:

A3.0

HOUSEKEEPING PAD DESIGNPAGE 1 OF 6 RELEASE DATE: 12/08/04

HOUSEKEEPING PAD DESIGN

The following section identifies those procedures that should be followed to ensure thatHousekeeping pads used in structures located in seismically prone areas, will remainintact and in place when exposed to a seismic event. However, no claims are made inthis document as to the ability of the structural slab underneath the housekeeping pad towithstand the seismic loads being transmitted into it. The guide is offered solely as arecommendation to other engineers and contractors as a tool that can aid in selecting anappropriate housekeeping pad design. As with other elements of the structure, theEngineer of record has the final say as to the suitability of these parameters to the projectat hand.

General

Housekeeping pads have been used for years as a device to allow isolated equipment tobe more easily kept clear of debris and to enhance both the time required for maintenanceand the appearance of mechanical rooms. As the demand for appropriate seismicrestraint has become more stringent, housekeeping pads have evolved to serve as astructural interface that distributes localized point loads generated by attached equipmentto the more globally designed mechanical room floor structure.

It is not untypical for the anchorage embedment requirements for particular pieces ofequipment to exceed the maximum permitted embedment depth in a mechanical roomfloor slab. In these cases, the housekeeping slab thickness can be selected to meet theequipment anchor needs and then through an array of anchors that connect thehousekeeping pad to the structure, this load can be distributed to a larger quantity ofsmaller anchors that are compatible with the floor slab.

Critical to this interface is the housekeeping pad thickness, the grade of concrete used,the adequacy of the connection between the housekeeping pad and the floor slab andappropriate reinforcement in the housekeeping pad to keep it from splitting apart. It isequally critical to ensure that the equipment anchors can not rupture the housekeepingpad and pull free. This is accomplished by providing an adequate edge distance betweenthe anchor and the perimeter of the housekeeping pad itself as well as proper spacingbetween the anchors.

Housekeeping Pad Thickness and Perimeter Dimensions

Before specifying a housekeeping pad, it is critical to determine the size and locations ofthe anchors that are being used to attach the equipment. Kinetics Noise Control or someother reputable source should perform an analysis, with the appropriate mountinghardware being selected and mounting locations determined. Once anchors are selected,the embedment depth for the anchors can be identified. This is generally 8 times theanchor diameter, but in a few cases, could be more. Refer to the Anchor section (P10) in


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DOCUMENT:

A3.0


this manual or the calculation performed to verify this dimension. As it is necessary thatanchors be embedded in a single contiguous pour, it will be necessary for the anchor toachieve its full embedment in either the structural floor slab or the housekeeping pad.The only exception to this is when the housekeeping pad has been poured along with thestructural slab. In addition, for most applications using KCAB anchors at least 3/4” ofcover under the anchor is required. Thus, if 6” of embedment is required for the anchor, aminimum contiguous concrete thickness of 6-3/4” is needed to accommodate this. (Note,if the anchor is being directly embedded into a slab on grade, the minimum cover over theend of the anchor increases to 1-1/2”. See also the chart in Section P10.2.1 of thismanual for more information on this.)

Referring also to the Anchor section (P10) of this manual, the minimum allowed edgedistance is also identified by anchor size. This is the minimum allowed distance from theanchor centerline to the nearest edge of a housekeeping pad. Using this informationalong with the previously identified anchor attachment pattern, a minimum housekeepingpad profile can be determined.

Housekeeping Pad General Layout

Tabulated Design Data Assumptions

In using the tabulated data listed in this section, the following assumptions have been


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DOCUMENT:

A3.0


made.

1) The concrete used is in the housekeeping pad is 3000 psi min, standard weight.2) Anchorage ratings have been derated to meet current US standards for all applications

except those requiring certification from OSHPD.3) The structural concrete used is 3000 psi min and standard weight.4) The thickness and profile are in accordance with the sizing information listed above.5) The housekeeping pad is attached to the structural slab using 3/8” diameter x 5” long

KCAB anchor bolts that are embedded 3” into the structural slab, protrude 2” into thehousekeeping pad and are physically connected to internal #3 rebar using KSUA clips.(It is only possible to use larger anchors if the structural slab is greater than 4” inthickness.)

Use of Tables

1) Divide the total Operating Equipment weight by the overall length of the housekeepingpad to get a weight per foot value.

2) Verify that the vertical dimension from the top of the housekeeping pad to theequipment CG is less than the 2/3 of the width of the housekeeping pad. (If this is notthe case, either the pad will have to be made wider or a custom analysis will have tobe performed by Kinetics Noise Control or other qualified source.)

3) Determine the Seismic acceleration for the equipment type and location in thestructure under review. All acceleration values are listed in the attached tables includeall factors and are expressed in stress based (ASD) units regardless of the code used.If using the 97 UBC, the IBC or TI-809-04, the values that result from the code drivenfactors are strength based (LRFD) and should be reduced by a factor of 1.4 prior tousing these tables. (Note: this has already been done if using Kinetics Noise Controlprovided certification documents.) If factors are provided in the project specificationthat exceed the code values, the higher values should be used as a basis for design.

4) Select the table with the appropriate design acceleration factor.5) Reading across the top of the table, find the equipment weight per foot and the

housekeeping pad thickness previously determined6) Read down the column until you find the housekeeping width that will allow the

equipment mounting anchors to be installed and maintain adequate edge distances.7) The value listed in upper portion of the table is the maximum center to center distance

for anchors placed around the perimeter of the housekeeping pad.8) The value listed in lower portion of the table is the maximum spacing between anchors

in the central area of the housekeeping pad.9) A minimum of 4 anchors is required per pad.10) Refer to the drawing below for reinforcement and housekeeping pad details.11) All pad reinforcement should conform to ACI standards for minimum area and

concrete coverage.

Special Applications


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DOCUMENT:

A3.0


For Design conditions outside of those allowed by the above Tables, consult KineticsNoise Control.Sample Pad Design

Conditions:10,000 lb chillerSeismic Acceleration .47 g (in ASD units at equipment location)Anchorage spacing (from equipment) 112” x 48”Anchor size (from equipment analysis) .75”

Pad ThicknessEmbedment required for .75” anchor is 6” (from anchor table in P10.2.1 of this manual).Minimum cover is .75” so minimum thickness is 6.75”. Use 8” pad.

Pad LengthMinimum edge distance for .75” anchor is 9.75” (from anchor table in P10.2.1 of thismanual). Minimum pad length is 9.75” (edge distance) + 112” (spacing) + 9.75” (edgedistance) or 131.5” (call it 11 ft).

Pad WidthUsing above minimum edge distance the minimum width is 9.75” (edge distance) + 48”(spacing) + 9.75” (edge distance) or 67.5”

Weight per foot of length is 10,000/11 or 909 lb/ft.

Refering to the .5g table and the 1000 lb/ft column with an 8” thick pad, the maximumperimeter anchor spacing for a 4-6 ft wide pad is 36”. The maximum central area anchorspacing is 48”.

Design Tables

Seismic Acceleration (at Equipment) 0.25 g ASD Based Values With the 97 UBC, IBC, or TI-809-04 code reduce the LRFD "g" value by 1.4Maximum Anchor Spacing (in)

Equip Wt/Ft (lb) 250 250 250 500 500 500 750 750 750 750 1000 1000 1000 1000 1500 1500 1500 1500HouseKeeping Pad Thk (in) 4 6 8 4 6 8 4 6 8 10 4 6 8 10 4 6 8 10

Pad Wdth (ft)Perimeter 1 - 2 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36Spacing 2 - 4 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36

(in) 4 - 6 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 366 - 8 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 368 - 10 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36

10 - 12 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 3612 - 15 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 3615 - 20 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36

Central Area 1 - 2 48 48 48 48 48 48 48 48 48 48 47 46 45 45 34 34 33 33(OC Spg) 2 - 4 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48

(in) 4 - 6 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 486 - 8 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 488 - 10 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48

10 - 12 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4812 - 15 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4815 - 20 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48


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DOCUMENT:

A3.0





(in) 4 - 6 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 366 - 8 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 368 - 10 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36

10 - 12 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 3612 - 15 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 3615 - 20 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36


(in) 4 - 6 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 486 - 8 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 488 - 10 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48

10 - 12 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4812 - 15 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4815 - 20 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48




(in) 4 - 6 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 366 - 8 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 368 - 10 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36

10 - 12 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 3612 - 15 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 3615 - 20 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36


(in) 4 - 6 48 48 48 48 48 48 48 48 48 48 48 48 47 45 40 38 37 356 - 8 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 47 458 - 10 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48

10 - 12 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4812 - 15 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4815 - 20 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48




(in) 4 - 6 36 36 36 36 36 36 36 36 35 34 28 27 27 26 19 19 18 176 - 8 36 36 36 36 36 36 36 36 36 36 29 29 29 29 19 19 19 198 - 10 36 36 36 36 36 36 36 36 36 36 29 30 30 30 20 20 20 20

10 - 12 36 36 36 36 36 36 36 36 36 36 30 30 31 31 20 20 20 2012 - 15 36 36 36 36 36 36 36 36 36 36 30 31 31 32 20 20 20 2115 - 20 36 36 36 36 36 36 36 36 36 36 30 31 32 33 20 20 21 21


(in) 4 - 6 48 48 48 48 48 48 48 47 44 41 42 39 37 35 32 30 29 286 - 8 48 48 48 48 48 48 48 48 48 48 48 48 47 43 42 39 37 358 - 10 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 47 44 41

10 - 12 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4512 - 15 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 4815 - 20 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48


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Pad Wdth (ft)Perimeter 1 - 2 24 19 14 12 10 8 7 6 5 - - - - - - - - -Spacing 2 - 4 34 29 25 20 18 16 12 11 10 9 8 7 7 6 - - - -

(in) 4 - 6 36 36 36 23 22 21 16 15 14 13 11 10 9 9 6 5 5 56 - 8 36 36 36 24 24 23 16 16 16 16 12 11 11 10 6 6 6 68 - 10 36 36 36 25 25 24 17 17 16 16 12 12 12 11 6 6 6 6

10 - 12 36 36 36 25 25 25 17 17 17 17 12 12 12 12 6 6 6 612 - 15 36 36 36 25 26 26 17 17 17 17 13 13 12 12 7 6 6 615 - 20 36 36 36 26 26 26 17 17 17 17 13 13 13 12 7 7 7 6


(in) 4 - 6 48 48 48 47 42 38 37 34 31 29 30 28 26 25 23 21 21 206 - 8 48 48 48 48 48 45 47 42 38 35 39 36 33 31 30 28 26 258 - 10 48 48 48 48 48 48 48 48 43 39 47 42 38 35 37 34 31 29

10 - 12 48 48 48 48 48 48 48 48 47 42 48 47 42 38 42 38 35 3212 - 15 48 48 48 48 48 48 48 48 48 45 48 48 45 41 47 42 38 3515 - 20 48 48 48 48 48 48 48 48 48 47 48 48 48 44 48 47 42 38



Pad Wdth (ft)Perimeter 1 - 2 14 10 8 6 5 - - - - - - - - - - - - -Spacing 2 - 4 22 19 16 11 9 8 6 5 5 - - - - - - - - -

(in) 4 - 6 27 25 23 15 13 12 8 8 7 7 5 5 - - - - - -6 - 8 29 27 26 15 15 14 9 8 8 8 6 5 5 5 - - - -8 - 10 30 29 28 16 15 15 9 9 8 8 6 6 5 5 - - - -

10 - 12 31 30 29 16 16 15 9 9 9 9 6 6 6 6 - - - -12 - 15 31 31 30 16 16 16 10 9 9 9 6 6 6 6 - - - -15 - 20 32 31 31 16 16 16 10 10 9 9 6 6 6 6 - - - -


(in) 4 - 6 48 45 39 37 33 30 29 26 25 23 24 22 21 20 18 17 16 156 - 8 48 48 44 47 40 36 37 33 30 28 31 28 26 24 24 22 21 208 - 10 48 48 47 48 45 39 44 38 34 31 37 33 30 28 29 26 25 23

10 - 12 48 48 48 48 48 42 48 42 37 33 42 37 33 30 33 30 28 2512 - 15 48 48 48 48 48 44 48 45 39 35 47 40 36 32 37 33 30 2815 - 20 48 48 48 48 48 47 48 48 42 37 48 44 39 34 42 37 33 30



Pad Wdth (ft)Perimeter 1 - 2 9 7 5 - - - - - - - - - - - - - - -Spacing 2 - 4 16 13 10 7 6 5 - - - - - - - - - - - -

(in) 4 - 6 20 18 17 9 8 7 5 - - - - - - - - - - -6 - 8 21 20 19 10 9 9 5 5 - - - - - - - - - -8 - 10 22 21 20 10 10 9 6 5 5 - - - - - - - - -

10 - 12 22 21 21 11 10 10 6 5 5 5 - - - - - - - -12 - 15 23 22 21 11 10 10 6 6 5 5 - - - - - - - -15 - 20 23 22 22 11 11 10 6 6 6 5 - - - - - - - -

Central Area 1 - 2 20 18 17 12 11 11 9 8 8 8 7 7 7 7 5 5 - -(OC Spg) 2 - 4 31 28 25 20 18 17 15 14 13 13 12 11 11 11 9 8 8 8

(in) 4 - 6 45 38 33 31 28 25 24 22 20 19 20 18 17 16 15 14 13 136 - 8 48 43 37 39 34 30 31 28 25 23 26 24 22 20 20 18 17 168 - 10 48 47 39 45 38 33 36 32 28 26 31 28 25 23 24 22 20 19

10 - 12 48 48 41 48 41 35 41 35 31 28 35 31 28 25 28 25 23 2112 - 15 48 48 42 48 43 37 45 38 33 29 39 34 30 27 31 28 25 2315 - 20 48 48 43 48 46 39 48 41 35 31 43 37 32 29 35 31 28 25


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DOCUMENT:

A6.1.1

RESTRAINT ELEMENT DEFLECTION LIMITSPAGE 1 OF 8 RELEASE DATE: 9/3/04

Restraint Element Deflection Limits

Introduction:

When testing any type of mechanical or structural component, it is necessary to have anadequate definition of failure, and measurable quantity that will allow the point of failure tobe accurately determined. The first definition of failure is breakage or fracture of thecomponent. If the component does not break, the failure criterion is usually linked to theyield point of the material of the component. The typically listed yield point of a ferrousmaterial is the 0.2% Offset Yield Point. This is the stress level that corresponds to apermanent strain of 0.002 in/in.

The purpose of this document is to provide a set of guidelines for predicting the deflectionof a component at the 0.2% Offset Yield Point for various generic component types.

Axially Loaded Components:

Figure A6.1.1-1 shows a typical axially loaded component. The component may be eitherloaded in tension, or compression. The discussion which follows will apply to both tensionand compression. If the component is long and slender, and loaded in compression, caremust be taken to ensure that the primary failure mode is not in buckling.

F

F F

F

L L

Figure A6.1.1-1: Axially Loaded Components.For ferrous and other linear elastic materials, the following basic equations will apply.

A = E * (Eq. A6.1.1-1)


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Where:E = the elastic modulus of component material, also known as Young’s Modulus.

= the strain in the component.A = the axial stress in the component.

The strain acting in the component, , is defined as the change in the length, L, of thecomponent under the action of the force F divided by the unloaded length, L, of thecomponent, or:

= L / L (Eq. A6.1.1-2)

Rearrange Equation A6.1.1-1 to solve for .

= A / E (Eq. A6.1.1-3)

Set Equation A6.1.1-2 equal to Equation A6.1.1-3, and solve for L.

L = L * A / E (Eq. A6.1.1-4)

Let A be equal to the 0.2% Offset Yield Point stress, YP. Then, the deflection for thecomponent at the 0.2% Offset Yield Point is:

L = L * YP / E (Eq. A6.1.1-5)

Table A6.1.1-1 presents the measurable value of L for various values of L.

Table A6.1.1: L vs. L for Axially Loaded Components.

At a 0.2% Offset Yield Point

ComponentLength

L(in)

LengthChange

L(in)

ComponentLength

L(in)

LengthChange

L(in)

ComponentLength

L(in)

LengthChange

L(in)

1.0 0.0020 16.0 0.0320 60.0 0.12002.0 0.0040 18.0 0.0360 72.0 0.14404.0 0.0080 24.0 0.0480 84.0 0.16806.0 0.0120 30.0 0.0600 96.0 0.19208.0 0.0160 36.0 0.0720 108.0 0.216010.0 0.0200 42.0 0.0840 120.0 0.240012.0 0.0240 48.0 0.0960 132.0 0.264014.0 0.0280 54.0 0.1080 148.0 0.2960


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Cantilever Component with an End Load:

Figure A6.1.1-2 shows an end loaded cantilever component.

F

L

Figure A6.1.1-2: Cantilever Component with an End Load.

Because its impact is insignificant and for the sake of simplicity, the shear stress in thecomponent will be ignored. The maximum deflection for a cantilever beam with an endload occurs at the load point and is found in many standard references as:

YM = F * L3 / (3 * E * I ) (Eq. A6.1.1-6)

Where:F = the load applied at the end of the cantilever component.I = the area moment of inertia of the component parallel to the load.L = the length of the component.YM = the maximum deflection at the end of the cantilever component.

In general the bending stress in any beam type component is given by:

B = M * c / I (Eq. A6.1.1-7)

Where: c = the distance from the neutral axis to the outer fibers of the component. M = the bending moment in the component at the support.

B = the bending stress in the component at the support.The bending moment at the support will be as follows.


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DOCUMENT:

A6.1.1


M = F * L (Eq. A6.1.1-8)

Let YP be equal to B and solve for F. This will be the force required to yield thecomponent at the support.

F = YP * I / ( L * c ) (Eq. A6.1.1-9)

Substitute Equation A6.1.1-9 into Equation A6.1.1-6 to yield the following result.

YM = (1/3) * (L2 / c) *( YP / E) (Eq. A6.1.1-10)

The result in Equation A6.1.1-10 will be more useful if it is expressed in a dimensionlessform as shown below.

(YM / L) = (1/3) * (L / c) *( YP / E) (Eq. A6.1.1-11)

Table A6.1.1-2 gives the results of Equation A6.1.1-11.

Table A6.1.1-2: (YM / L) vs. (L / c) For a Cantilever Component.


L/c YM / L L/c YM / L L/c YM / L

1.0 0.00067 20.0 0.01333 80.0 0.053332.0 0.00133 30.0 0.02000 90.0 0.060004.0 0.00267 40.0 0.02667 100.0 0.066676.0 0.00400 50.0 0.03333 150.0 0.100008.0 0.00533 60.0 0.04000 200.0 0.1333310.0 0.00667 70.0 0.04667 250.0 0.16667

Simply Supported Component with a Center Load:

Figure A6.1.1-3 shows a simply supported component with a center load. As it isinsignificant and for simplicity’s sake, the shear stress in the component will be ignored.The maximum deflection for a simply supported beam with a center load occurs at theload point and is found in many standard references as:

YM = F * L3 / (48 * E * I ) (Eq. A6.1.1-12)

The maximum bending moment occurs at the center of the beam, and is given by:


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A6.1.1


M = F * L / 4 (Eq. A6.1.1-13)

F

L/2

L

Figure A6.1.1-3: Simply Supported Component with a Center Load.

Following the same procedure as with the cantilever component, we may obtain thefollowing results.

YM = (1/12) * (L2 / c) *( YP / E) (Eq. A6.1.1-14)


(YM / L) = (1/12) * (L / c) *( YP / E) (Eq. A6.1.1-15)


Table A6.1.1-3: (YM / L) vs. (L / c) For a Simply Supported Component.



1.0 0.00017 20.0 0.00333 80.0 0.013332.0 0.00033 30.0 0.00500 90.0 0.015004.0 0.00067 40.0 0.00667 100.0 0.016676.0 0.00100 50.0 0.00833 150.0 0.025008.0 0.00133 60.0 0.01000 200.0 0.0333310.0 0.00167 70.0 0.01167 250.0 0.04167


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Component with Fixed Supports and a Center Load:

Figure A6.1.1-4 shows a component with fixed ends and a center load. Due to its minimalimpact and to simply the analysis, the shear stress in the component will be ignored.

F

L/2

L

Figure A6.1.1-4: Component with Fixed Ends and a Center Load.

The maximum deflection for a beam with fixed ends and a center load, again, occurs atthe load point and is found in many standard references as:

YM = F * L3 / (192 * E * I ) (Eq. A6.1.1-16)

The maximum bending moment occurs at the center of the beam, and is given by:

M = F * L / 8 (Eq. A6.1.1-17)

Following the same procedure as with the simply supported component, we may obtainthe following results.

YM = (1/24) * (L2 / c) *( YP / E) (Eq. A6.1.1-18)


(YM / L) = (1/24) * (L / c) *( YP / E) (Eq. A6.1.1-19)



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DOCUMENT:

A6.1.1

RESTRAINT ELEMENT DEFLECTION LIMITSPAGE 7 OF8 RELEASE DATE: 9/3/04

Table A6.1.1-4: (YM / L) vs. (L / c) For a Component with Fixed Supports



1.0 0.000083 20.0 0.00167 80.0 0.006672.0 0.000167 30.0 0.00250 90.0 0.007504.0 0.000333 40.0 0.00333 100.0 0.008336.0 0.000500 50.0 0.00417 150.0 0.012508.0 0.000667 60.0 0.00500 200.0 0.0166710.0 0.000833 70.0 0.00583 250.0 0.02083

Summary of Results:

For the axially loaded components, Equation A6.1.1-5 may be written for a 0.2% OffsetYield Point as follows.

L / L = 0.002 (Eq. A6.1.1-20)

For the components that may be modeled as some type of beam element in bending, theresults in Tables A6.1.1-2 through A6.1.1-4 may be best summarized, and be more usefulin the graphical form as shown in Figure A6.1.1-5.

Equation A6.1.1-20 and Figure A6.1.1-5 will allow an investigator to predict the deflectionof a component at failure as defined by the 0.2% Offset Yield Stress. If significant plasticdeformation is to be permitted, then this deflection will allow the investigator to predict thedeflection at which plastic deformation has truly begun.


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A6.1.1


Figure A6.1.1-5: YM/L vs. L/c at a 0.2% Offset Yield PointFor Beam Type Components

0.000

0.005

0.010

0.015

0.020

0.025

0.030

0.035

0.040

0.045

0.050

0.055

0.060

0.065

0.070

0 10 20 30 40 50 60 70 80 90 100

L/c

YM/L

Cantilever Support

Simple Supports

Fixed Supports


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DOCUMENT:

A7.3

SEISMIC DESIGN DATA FOR LAG SCREWSPAGE 1 OF 5 RELEASE DATE: 11/2/04

Seismic Design Data for Lag Screws

Introduction:

Lag screws are used for connections and attachments to wooden structures. Care mustbe taken when using Lag Screws for critical installations because the effective strength ofthe connection will depend on the type, grade, and condition of the wood used in thestructure to which the connection is being made. This document will assume that thewood is an Eastern Soft Woods (Spruce-Pine-Fir(s)), Western Cedars, or WesternWoods with a Specific Gravity of 0.36. The tabulated values of allowable shear load, ZS,will be based on single shear with the load being perpendicular to the grain of the wood,and on the use of a 1/4 thick side plate. This will produce the most conservativeallowable values.

Lag Screw Basic Data:

A typical Hex Head Lag Screw is shown in Figure A7.3-1. The basic information istabulated in Table A7.3-1.

L

P

ØD

H

F

Figure A7.3-1; Typical Hex Head Lag Screw.

Table A7.3-1; Hex Head Lag Screw Dimensional Data.

Lag ScrewSize

D(in)

WidthAcross Flats

F(in)

Head HeightH

(in)

Point LengthP

(in)

1/4 3/8 0.172 0.2175/16 1/2 0.219 0.2713/8 9/16 0.250 0.3251/2 3/4 0.344 0.4335/8 15/16 0.422 0.5413/4 1-1/8 0.500 0.650


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DOCUMENT:

A7.3


Lag Screw Installation Data:

The Basic Rules & Data for installing Lag Screws are illustrated in Figure A7.3-2 andTable A7.3-2. Do not install Lag Screws in the End Grain of a piece of wood forseismic applications!

S E1

ØD

E3

TE2

Ød

L

Figure A7.3-2; Typical Lag Screw Installation Guide.


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A7.3


Table A7.3-2; Lag Screw Installation Data.

LagSize

D(in)

Min.Spacing

S(in)

Min.EndDist.E1(in)

Min.EdgeDist.E2(in)

Embed.Depth

E3(in)

Mtg.PlateThick.

T(in)

ScrewLength

L(in)

SoftWoodPilotDrill

d(in)

HardWoodPilotDrill

d(in)

0.125 2.501/4 1.00 1.00 0.375 2.00 0.250 2.50 1/8 5/32

0.375 3.000.500 3.00

0.125 3.005/16 1.25 1.25 0.469 2.50 0.250 3.50 9/32 13/64

0.375 3.500.500 3.50

0.125 3.503/8 1.50 1.50 0.563 3.00 0.250 4.00 3/16 1/4

0.375 4.000.500 4.00

0.125 5.001/2 2.00 2.00 0.75 4.00 0.250 5.00 15/64 21/64

0.375 5.000.500 5.00

0.125 6.005/8 2.50 2.50 0.938 5.00 0.250 6.00 19/64 13/32

0.375 6.000.500 7.00

0.125 7.003/4 3.00 3.00 1.125 6.00 0.250 7.00 23/64 31/64

0.375 8.000.500 8.00


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A7.3


Lag Screw Allowable Load Data:

The Basic Allowable Load Data for Lag Screws with an embedment equal to eight (8)times the basic diameter, not including the point, are given in Figure A7.3-3 and TableA7.3-3. The basic allowable loads have been increased by a Duration Factor of 1.6 forseismic and wind loading. For an embedment of less than eight (8) times the basicdiameter, the values in Table A7.3-3 may be multiplied by the ratio of the actualembedment divided by eight (8) times the basic diameter.

E3=8D

T

P

L

ZS

ZT

A°

ZA

ØD

Figure A7.3-3; Typical Lag Screw in Combined Tension and Shear.


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DOCUMENT:

A7.3


Table A7.3-3; Lag Screw Allowable Load Data.

LagSize

D(in)

EmbedmentDepth

8D (in)

AllowableTensileLoad

ZT(lbs)

AllowableShearLoad

ZS(lbs)

LoadAngle

A(deg)

AllowableCombined

LoadZA

(lbs)0 272

1/4 2.00 438 272 30 30145 336

60 380

0 3685/16 2.50 652 368 30 413

45 470 60 547

0 4323/8 3.00 893 432 30 496

45 582 60 705

0 6241/2 4.00 1,478 624 30 729

45 878 60 1,101

0 8805/8 5.00 2,184 880 30 1,034

45 1,255 60 1,594

0 1,1683/4 6.00 3,005 1,168 30 1,379

45 1,682 60 2,157


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - GENERALPAGE 1 OF 10 RELEASE DATE: 10/12/05

KHRC-A Rod Stiffener Data for 0° A 30°

Introduction:

This document will aid the designer in determining if hanger rod reinforcement, rodstiffeners, will be required for a given application. If they are required, recommendationsfor a minimum stiffener size will be made. Also, rod stiffener clamp locations and spacingwill be made based on the use of Kinetics Noise Control model KHRC-A AdjustableAngle Stiffener Kit. This kit is a single clamp system that is shown in Figure A8.1.1-1. Onekit will be required for each clamp location. A minimum of two clamp kits will be requiredfor each hanger rod stiffener. The clamps and rod stiffener are assembled to the hangerrod as shown in Figure A8.1.1-2. The dimensions shown as L1, L2, and L3 are themaximum allowable installation dimensions for locating and spacing the KHRC-A clampkits.

Buckling Analysis:

Buckling failure is a catastrophic form of failure that occurs at stresses that are muchlower that those required to yield the material. It is more of a function of the geometry ofthe components than it is a function of the material. In general it is very difficult to predictthe onset of buckling. Thus, the approach used in this document will of necessity be veryconservative. All of the basic assumptions described below will lead to a conservativeresult.

There are many theories that address buckling In general there are long, intermediate,and short columns. For long columns, Euler’s formula is most often used with goodresults. For intermediate and short columns, there are many different approaches thatwould result in many iterative calculations for each case to be investigated. In order toprovide reliable results with reasonable time expenditures, Euler’s formula was used wasused to determine the maximum un-reinforced hanger rod length. The hanger rods weremodeled as having one end free, and one end fixed. If reinforcement was required for thehanger rod, it was selected based on the assumptions that the reinforcing angle wascarrying the entire compressive load, and that the reinforcing angle was equal to thelength of the hanger rod.

In a similar fashion, Euler’s formula was used to determine the maximum allowable valuesfor the clamp locating dimensions L1 and L3. However, in this case L1 and L3 assumed tobe equal to each other, and their sum was set to be equal to the maximum un-reinforcedlength of the hanger rod computed using Euler’s formula with one end of the rod fixed andthe other end free. In determining the maximum value for the clamp spacing, L2, Euler’sformula was used assuming that both ends of the hanger rod were fixed at the clamps.

The horizontal seismic loads applied to the hanger rods are based on the Kinetics NoiseControl Horizontal Force Class, or Force Class, designations of I through VI. The


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A8.1.1


installation angle (A), as measured from the horizontal, was taken to be 30°, and will beused to cover the range of installation angles from 0° to 30° inclusively. The Force Classsystem ranges are shown below.

Force Class I: 0 lbs through 250 lbsForce Class II: 251 lbs through 500 lbsForce Class III: 501 lbs through 1,000 lbsForce Class IV: 1,001 lbs through 2,000 lbsForce Class V: 2,001 lbs through 5,000lbsForce Class VI: 5,001 lbs through 10,000lbs

The maximum load in each Force Class was used with a Factor of Safety of 2:1 indetermining the maximum un-reinforced hanger rod length, the minimum angle size to beused for the rod stiffener, and the values used for L1, L2, and L3.

Use of the KHRC-A Rod Stiffener Data Tables:1.) Data Tables: There is a hanger rod stiffener selection data table for each Force

Class.2.) Hanger Rod Sizes: The hanger rod sizes that may be used with the Kinetics

Noise Control model KHRC-A, and that are applicable for each Force Class arelisted across the top of each data table.

3.) Hanger Rod Length: The hanger rod lengths that are applicable are listed in theleft hand column of each table in and 12 multiples. The maximum reinforcedhanger rod length for each Force Class is the last entry in this column.

4.) Rod Stiffener Requirement: Determine the appropriate Force Class for theapplication. Select the column for the hanger rod size being used, and follow itdown to the hanger rod length being considered. If the word “Yes” is found in thisbox, a hanger rod stiffener will be required. If, on the other hand, the word “No” isfound in the box, then a hanger rod stiffener is not required. If the hanger rodlength being used falls in between two of the tabulated rod lengths, use the largervalue for the hanger rod length.

5.) Minimum Stiffener Angle Size: The minimum reinforcement angle size for eachhanger rod length in each Force Class is listed in the right hand column of eachtable. Use the minimum Stiffener Angle size that corresponds to the hanger rodlength used in step “4.)”.

6.) Maximum Installation Dimensions: The maximum allowable installationdimensions, L1, L2, and L3, are tabulated by hanger rod size beneath the rodstiffener selection data table for each Force Class.

7.) KHRC-A Clamp Kits: A minimum of two (2) Kinetics Noise Control modelKHRC-A clamps kits are required for each hanger rod stiffener installation. TheKHRC-A clamp kits should be spaced approximately from each end of the rodstiffener angle. The distance from where the hanger rod is attached to thesuspended component and the lower KHRC-A clamp kit must not exceed the valuefor L1 listed for the Force Class and hanger rod size being used. If the spacing


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DOCUMENT:

A8.1.1


between the two KHRC-A clamp kits exceeds the value of L2, maximum allowablespacing between clamps, listed for the Force Class and rod size for the application,another KHRC-A clamp kit must be added between the original pair. Finally, thedistance from the upper KHRC-A clamp kit where the hanger rod attaches to thestructure, or isolation hanger, must not exceed the value listed for L3, based on theForce Class and rod size being considered. Also note that the thumb screw shouldbe securely tightened. Pliers may be used after thumb screw is made finger tight.

THUMB SCREWBY KINETICS.

HOLE #1 CONFIGURATION:MIN. ANGLE: L1x1x1/8.

MIN. ROD: Ø3/8 UNC.

HOLE #1 CONFIGURATION:MAX. ANGLE: L1-1/2x1-1/2x1/4.

MIN. ROD: Ø1 UNC.

HOLE #2 CONFIGURATION:MIN. ANGLE: L1-3/4x1-3/4x3/16.MIN. ROD: Ø3/8 UNC.

HOLE #2 CONFIGURATION:MAX. ANGLE: L2x2x3/8.MIN. ROD: Ø1-1/4 UNC.

KINETICS

KHRC-A

KINETICS

KHRC-A

THREADED HOLE #1THREADED HOLE #2

CLEARNACE HOLE #1CLEARANCE HOLE #2

KHRC-A INNER CLAMPHALF BY KINETICS.

KHRC-A OUTER CLAMPHALF BY KINETICS.

Figure A8.1.1-1; Kinetics Noise Control Model KHRC-A.


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DOCUMENT:

A8.1.1


KINETICS

KHRC- A

KINETICS

KHRC- A

KINETICS

KHRC- A

L1

A°

L3

L

L2

~1

~1

STIFFENER ANGLEBY OTHERS.SELECTION IS BASEDON HANGER ROD SIZE& LENGTH FOR EACHFORCE CLASS ANDINSTALLATIONANGLE (A°) RANGE.

MODEL KHRC-AADJUSTABLE

ANGLE STIFFENERCLAMP BY KINETICS.NUMBER REQUIRED

IS BASED ON HANGERROD SIZE & LENGTH

FOR EACHFORCE CLASS &

INSTALLATION ANGLE(A°) RANGE.

HANGER RODBY OTHERS.

Figure A8.1.1-2; Typical Hanger Rod Stiffener Installation.


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - FORCE CLASS IPAGE 5 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod

Minimum RodStiffener Angle

6 No No No No No No No ------------------------12 Yes No No No No No No 1 x 1 x 1/818 Yes Yes No No No No No 1 x 1 x 1/824 Yes Yes No No No No No 1 x 1 x 1/830 Yes Yes Yes No No No No 1 x 1 x 1/836 Yes Yes Yes No No No No 1 x 1 x 1/848 Yes Yes Yes Yes No No No 1 x 1 x 1/860 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1672 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1684 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/496 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/16

108 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/4120 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/4132 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/16144 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/4156 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/16168 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/16180 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4192 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16204 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16216 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8228 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8

229 Max. Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8

MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 4 8 14 21 29 38 63Max. L2 = 17 34 56 84 118 155 155Max. L3 = 4 8 14 21 29 38 63


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - FORCE CLASS IIPAGE 6 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 No No No No No No No ------------------------12 Yes No No No No No No 1 x 1 x 1/818 Yes Yes No No No No No 1 x 1 x 1/824 Yes Yes Yes No No No No 1 x 1 x 1/830 Yes Yes Yes No No No No 1 x 1 x 1/836 Yes Yes Yes Yes No No No 1-1/8 x 1-1/8 x 1/848 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1660 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/472 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1684 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/496 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/16

108 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/4120 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4132 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4144 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16156 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 3 5 9 14 20 27 44Max. L2 = 12 23 39 59 83 109 109Max. L3 = 3 5 9 14 20 27 44


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - FORCE CLASS IIIPAGE 7 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No No 1 x 1 x 1/812 Yes Yes No No No No No 1 x 1 x 1/818 Yes Yes Yes No No No No 1 x 1 x 1/824 Yes Yes Yes Yes No No No 1 x 1 x 1/830 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1636 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1648 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1660 Yes Yes Yes Yes Yes Yes No 1-1/2x 1-1/2 x 1/472 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/484 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1696 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16

108 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8114 Max. Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8

MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 2 4 6 10 14 19 31Max. L2 = 8 16 27 41 58 77 77Max. L3 = 2 4 6 10 14 19 31


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - FORCE CLASS IVPAGE 8 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No No 1 x 1 x 1/812 Yes Yes Yes No No No No 1 x 1 x 1/818 Yes Yes Yes Yes No No No 1-1/8 x 1-1/8 x 1/824 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1630 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/436 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1648 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1660 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/472 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 4 7 10 13 22Max. L2 = 5 11 18 28 40 54 54Max. L3 = 1 2 4 7 10 13 22


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - FORCE CLASS VPAGE 9 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No 1 x 1 x 1/812 Yes Yes Yes No No No 1-1/8 x 1-1/8 x 1/818 Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 3/1624 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1630 Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1636 Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1648 Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8

51 Max. Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8

MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 4 6 8 13Max. L2 = 6 11 17 25 33 33Max. L3 = 1 2 4 6 8 13


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DOCUMENT:

A8.1.1

KHRC-A ROD STIFFENER DATA FOR 0° A 30° - FORCE CLASS VIPAGE 10 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes Yes No No No No 1 x 1 x 1/812 Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1618 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/424 Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/430 Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4


MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 1 3 4 5 9Max. L2 = 4 7 12 17 23 23Max. L3 = 1 1 3 4 5 9


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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - GENERALPAGE 1 OF 10 RELEASE DATE: 10/12/05

KHRC-A Rod Stiffener Data for 30° < A 45°

Introduction:


Buckling Analysis:






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DOCUMENT:

A8.2.1














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DOCUMENT:

A8.2.1







MIN. ROD: Ø1 UNC.



KINETICS

KHRC-A

KINETICS

KHRC-A







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DOCUMENT:

A8.2.1


KINETICS

KHRC- A

KINETICS

KHRC- A

KINETICS

KHRC- A

L1

A°

L3

L

L2

~1

~1










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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - FORCE CLASS IPAGE 5 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 No No No No No No No ------------------------12 Yes No No No No No No 1 x 1 x 1/818 Yes Yes No No No No No 1 x 1 x 1/824 Yes Yes Yes No No No No 1 x 1 x 1/830 Yes Yes Yes No No No No 1 x 1 x 1/836 Yes Yes Yes Yes No No No 1 x 1 x 1/848 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1660 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 3/1672 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1684 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/496 Yes Yes Yes Yes Yes Yes No 1-3/4 x 1-3/4 x 3/16

108 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/4120 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/16132 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4144 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4156 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16168 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 3 6 10 15 22 29 47Max. L2 = 13 25 42 63 89 117 117Max. L3 = 3 6 10 15 22 29 47


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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - FORCE CLASS IIPAGE 6 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No No 1 x 1 x 1/812 Yes Yes No No No No No 1 x 1 x 1/818 Yes Yes Yes No No No No 1 x 1 x 1/824 Yes Yes Yes Yes No No No 1 x 1 x 1/830 Yes Yes Yes Yes No No No 1-1/8 x 1-1/8 x 1/836 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1648 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/460 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/472 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1684 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1696 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4

108 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16120 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 2 4 7 11 15 20 33Max. L2 = 8 17 29 44 62 82 82Max. L3 = 2 4 7 11 15 20 20


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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - FORCE CLASS IIIPAGE 7 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No No 1 x 1 x 1/812 Yes Yes Yes No No No No 1 x 1 x 1/818 Yes Yes Yes Yes No No No 1 x 1 x 1/824 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1630 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 3/1636 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1648 Yes Yes Yes Yes Yes Yes No 1-3/4 x 1-3/4 x 3/1660 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1672 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/484 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 3 5 7 10 17 23Max. L2 = 5 12 20 31 43 58 58Max. L3 = 1 3 5 7 10 14 23


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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - FORCE CLASS IVPAGE 8 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No 1 x 1 x 1/812 Yes Yes Yes No No No 1 x 1 x 1/818 Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1624 Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/430 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/436 Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1648 Yes Yes Yes Yes Yes Yes 2 x 2 x 1/460 Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 2 3 5 7 10 16Max. L2 = 8 13 21 30 40 40Max. L3 = 2 3 5 7 10 16


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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - FORCE CLASS VPAGE 9 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes Yes No No No No 1 x 1 x 1/812 Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1618 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1624 Yes Yes Yes Yes Yes No 1-3/4 x 1-3/4 x 1/430 Yes Yes Yes Yes Yes Yes 2 x 2 x 1/436 Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 3 4 6 10Max. L2 = 4 8 13 18 25 41Max. L3 = 1 2 3 4 6 10


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DOCUMENT:

A8.2.1

KHRC-A ROD STIFFENER DATA FOR 30° < A 45° - FORCE CLASS VIPAGE 10 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes Yes Yes No No No 1-1/8 x 1-1/8 x 1/812 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1618 Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/424 Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16


MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 4 6 8 7Max. L2 = 2 5 8 12 17 28Max. L3 = 1 2 4 6 8 7


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DOCUMENT:

A8.3.1


KHRC-A Rod Stiffener Data for 45° < A 60°

Introduction:


Buckling Analysis:






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DOCUMENT:

A8.3.1














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DOCUMENT:

A8.3.1







MIN. ROD: Ø1 UNC.



KINETICS

KHRC-A

KINETICS

KHRC-A







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DOCUMENT:

A8.3.1


KINETICS

KHRC- A

KINETICS

KHRC- A

KINETICS

KHRC- A

L1

A°

L3

L

L2

~1

~1










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DOCUMENT:

A8.3.1

KHRC-A ROD STIFFENER DATA FOR 45° < A 60° - FORCE CLASS IPAGE 5 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No No 1 x 1 x 1/812 Yes Yes No No No No No 1 x 1 x 1/818 Yes Yes Yes No No No No 1 x 1 x 1/824 Yes Yes Yes No No No No 1 x 1 x 1/830 Yes Yes Yes Yes No No No 1-1/8 x 1-1/8 x 1/836 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1642 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1648 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/454 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1660 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1666 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/472 Yes Yes Yes Yes Yes Yes No 1-3/4 x 1-3/4 x 3/1678 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1684 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/490 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1696 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/16

102 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4108 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/4114 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16120 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16126 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 2 4 7 12 16 22 36Max. L2 = 9 19 31 48 67 89 89Max. L3 = 2 4 7 12 16 22 36


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DOCUMENT:

A8.3.1

KHRC-A ROD STIFFENER DATA FOR 45° < A 60° - FORCE CLASS IIPAGE 6 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/8Rod

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No No 1 x 1 x 1/812 Yes Yes Yes No No No No 1 x 1 x 1/818 Yes Yes Yes Yes No No No 1 x 1 x 1/824 Yes Yes Yes Yes No No No 1-1/4 x 1-1/4 x 3/1630 Yes Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1636 Yes Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/442 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1648 Yes Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/454 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1660 Yes Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/466 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1672 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/478 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 1/484 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 5/1690 Yes Yes Yes Yes Yes Yes Yes 2 x 2 x 3/8


MountingDim. ( )

3/8ROD

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 3 5 8 11 15 25Max. L2 = 6 13 21 33 47 62 62Max. L3 = 1 3 5 8 11 15 25


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DOCUMENT:

A8.3.1

KHRC-A ROD STIFFENER DATA FOR 45° < A 60° - FORCE CLASS IIIPAGE 7 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes No No No No No 1 x 1 x 1/812 Yes Yes No No No No 1 x 1 x 1/818 Yes Yes Yes Yes No No 1-1/4 x 1-1/4 x 3/1624 Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/430 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1636 Yes Yes Yes Yes Yes No 1-3/4 x 1-3/4 x 3/1642 Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/448 Yes Yes Yes Yes Yes Yes 2 x 2 x 3/1654 Yes Yes Yes Yes Yes Yes 2 x 2 x 1/460 Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16


MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 2 3 5 8 10 17Max. L2 = 8 15 23 32 43 43Max. L3 = 2 3 5 8 10 17


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DOCUMENT:

A8.3.1

KHRC-A ROD STIFFENER DATA FOR 45° < A 60° - FORCE CLASS IVPAGE 8 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

1/2Rod

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes Yes No No No No 1 x 1 x 1/812 Yes Yes Yes No No No 1-1/4 x 1-1/4 x 3/1618 Yes Yes Yes Yes Yes No 1-1/4 x 1-1/4 x 1/424 Yes Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 1/430 Yes Yes Yes Yes Yes Yes 1-3/4 x 1-3/4 x 1/436 Yes Yes Yes Yes Yes Yes 2 x 2 x 1/442 Yes Yes Yes Yes Yes Yes 2 x 2 x 5/16


MountingDim. ( )

1/2ROD

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 3 5 7 12Max. L2 = 5 10 15 22 30 50Max. L3 = 1 2 3 5 7 12


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DOCUMENT:

A8.3.1

KHRC-A ROD STIFFENER DATA FOR 45° < A 60° - FORCE CLASS VPAGE 9 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

5/8Rod

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes Yes No No No 1 x 1 x 1/812 Yes Yes Yes Yes No 1-1/2 x 1-1/2 x 3/1618 Yes Yes Yes Yes Yes 2 x 2 x 1/824 Yes Yes Yes Yes Yes 2 x 2 x 1/4

29 Max. Yes Yes Yes Yes Yes 2 x 2 x 3/8

MountingDim. ( )

5/8ROD

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 3 4 7Max. L2 = 5 9 13 18 18Max. L3 = 1 2 3 4 7


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DOCUMENT:

A8.3.1

KHRC-A ROD STIFFENER DATA FOR 45° < A 60° - FORCE CLASS VIPAGE 10 OF 10 RELEASE DATE: 10/12/05

RodLength ( )

3/4Rod

7/8Rod Rod

1-1/4Rod


6 Yes Yes No No 1-1/4 x 1-1/4 x 3/1612 Yes Yes Yes Yes 1-3/4 x 1-3/4 x 3/1618 Yes Yes Yes Yes 2 x 2 x 5/16

20 Max. Yes Yes Yes Yes 2 x 2 x 3/8

MountingDim. ( )

3/4ROD

7/8ROD ROD

1-1/4ROD

Max. L1 = 1 2 3 5Max. L2 = 6 9 12 21Max. L3 = 1 2 3 5


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DOCUMENT:

A9.1.1

EMT – ELECTRICAL CONDUIT DATAPAGE 1 OF 3 RELEASE DATE: 10/12/05

EMT – Electrical Conduit Data

Table A9.1.1-1; EMT Conduit – 40% Copper Fill.

ConduitSize(in)

ConduitO.D.(in)

ConduitI.D.(in)

ConduitWeightEmpty(lb/ft)

CopperWeight(lb/ft)

Conduit+

Copper(lb/ft)

1/2 0.706 0.622 0.30 0.47 0.773/4 0.922 0.824 0.46 0.82 1.281 1.163 1.049 0.67 1.34 2.01

1-1/4 1.510 1.380 1.00 2.31 3.311-1/2 1.740 1.610 1.16 3.15 4.31

2 2.197 2.067 1.48 5.19 6.672-1/2 2.875 2.731 2.15 9.05 11.20

3 3.500 3.356 2.63 13.67 16.303-1/2 4.000 3.834 3.47 17.84 21.31

4 4.500 4.334 3.91 22.80 26.71


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DOCUMENT:

A9.1.1


Table A9.1.1-2; EMT Conduit Maximum Support Spacing - Bending.

ConduitSize(in)

O.D.(in)

I.D.(in)

I(in4)

Conduit+

Copper(lb/ft)

MaximumSupportSpacing

(ft)1

1/2 0.706 0.622 0.0048 0.77 8.913/4 0.922 0.824 0.0128 1.28 9.881 1.163 1.049 0.0672 2.01 16.08

1-1/4 1.510 1.380 0.0772 3.31 11.121-1/2 1.740 1.610 0.1201 4.31 11.32

2 2.197 2.067 0.2476 6.67 11.632-1/2 2.875 2.731 0.6231 11.20 13.91

3 3.500 3.356 1.1395 16.30 14.133-1/2 4.000 3.834 1.9597 21.31 14.38

4 4.500 4.334 2.8098 26.71 14.50

1) Determined by assuming that the conduit was a beam with fixed ends and an evenlydistributed load equal to the weight of the conduit and a 40% fill of copper. The conduitmaterial was assumed to be equal to low carbon commercial quality steel sheet with a yieldstress of 40,000 psi – 50,000 psi.


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DOCUMENT:

A9.1.1


Table A9.1.1-3; EMT Conduit Maximum Support Spacing – Buckling1.

ConduitSize(in)

I(in4)

ForceClass

I2, 8

ForceClassII3, 8

ForceClassIII4, 8

ForceClassIV5, 8

ForceClassV6, 8

ForceClassVI7, 8

1/2 0.0048 4.44 3.14 2.22 1.57 0.99 0.703/4 0.0128 7.26 5.13 3.63 2.57 1.62 1.151 0.0672 16.62 11.75 8.31 5.88 3.72 2.63

1-1/4 0.0772 17.82 12.60 8.91 6.30 3.98 2.821-1/2 0.1201 22.22 15.71 11.11 7.86 4.97 3.51

2 0.2476 31.91 22.56 15.95 11.28 7.14 5.052-1/2 0.6231 50.62 35.79 25.31 17.90 11.32 8.00

3 1.1395 68.45 48.40 34.23 24.20 15.31 10.823-1/2 1.9597 89.77 63.48 44.89 31.74 20.07 14.19

4 2.8098 107.49 76.01 53.75 38.00 24.04 17.00

1) The Maximum Support Spacing based on Buckling relies on Euler’s Theory of ColumnBuckling. There is a Factor of Safety of 2:1 with respect to the applied Horizontal SeismicLoad. Both ends of the conduit are assumed to be fixed, and the conservative end conditionfactor of 1.00 was used.2) Horizontal Force Class I: 0 lbs. Horizontal Seismic Force 250 lbs.3) Horizontal Force Class II: 251 lbs. Horizontal Seismic Force 500 lbs.4) Horizontal Force Class III: 501 lbs. Horizontal Seismic Force 1,000 lbs.5) Horizontal Force Class IV: 1,001 lbs. Horizontal Seismic Force 2,000 lbs.6) Horizontal Force Class V: 2,001 lbs. Horizontal Seismic Force 5,000 lbs.7) Horizontal Force Class VI: 5,001 lbs. Horizontal Seismic Force 10,000 lbs.8) For Actual Horizontal Forces that fall between the minimum and maximum values for agiven Horizontal Force Class, the Maximum Support Spacing for Buckling may bedetermined by multiplying the appropriate value from Table A9.1.1-3 by the following factor.

KS = [ Upper Horizontal Force Class Limit / Actual Horizontal Seismic Force ]1/2

Example: 1/2 EMT with and Actual Horizontal Seismic Force of 50 lbs (Force Class I Range).

KS = [ 250 lbs. / 50lbs. ]1/2 = 2.24

The Actual Maximum Support Spacing = 2.24 x 4.44 ft. = 9.95 ft.


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DOCUMENT:

A9.2.1

IMC – ELECTRICAL CONDUIT DATAPAGE 1 OF 3 RELEASE DATE: 10/12/05

IMC – Electrical Conduit Data

Table A9.2.1-1; IMC Conduit – 40% Copper Fill.

ConduitSize(in)

ConduitO.D.(in)

ConduitI.D.(in)


CopperWeight(lb/ft)

Conduit+

Copper(lb/ft)

1/2 0.815 0.675 0.56 0.55 1.113/4 1.029 0.879 0.76 0.94 1.701 1.290 1.120 1.09 1.52 2.61

1-1/4 1.638 1.468 1.41 2.62 4.031-1/2 1.883 1.703 1.72 3.52 5.24

2 2.360 2.170 2.30 5.72 8.022-1/2 2.857 2.557 4.33 7.94 12.27

3 3.476 3.196 4.98 12.40 17.383-1/2 3.971 3.691 5.72 16.54 22.26

4 4.466 4.186 6.46 21.27 27.73


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DOCUMENT:

A9.2.1


Table A9.2.1-2; IMC Conduit Maximum Support Spacing - Bending.

ConduitSize(in)

O.D.(in)

I.D.(in)

I(in4)

Conduit+

Copper(lb/ft)


(ft)1

1/2 0.815 0.675 0.0115 1.11 11.273/4 1.029 0.879 0.0257 1.70 12.121 1.290 1.120 0.1066 2.61 17.79

1-1/4 1.638 1.468 0.1254 4.03 13.781-1/2 1.883 1.703 0.2042 5.24 14.39

2 2.360 2.170 0.4343 8.02 15.152-1/2 2.857 2.557 1.1721 12.27 18.29

3 3.476 3.196 2.0447 17.38 18.403-1/2 3.971 3.691 3.0953 22.26 17.75

4 4.466 4.186 4.4556 27.73 17.99

1) Determined by assuming that the conduit was a beam with fixed ends and an evenlydistributed load equal to the weight of the conduit and a 40% fill of copper. The conduitmaterial was assumed to be equal to cold rolled carbon steel sheet with a yield stress of45,000 psi – 50,000psi.


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DOCUMENT:

A9.2.1


Table A9.2.1-3; IMC Conduit Maximum Support Spacing – Buckling1.

ConduitSize(in)

I(in4)

ForceClass

I2, 8

ForceClassII3, 8

ForceClassIII4, 8

ForceClassIV5, 8

ForceClassV6, 8

ForceClassVI7, 8

1/2 0.0115 6.88 4.86 3.44 2.43 1.54 1.093/4 0.0257 10.28 7.27 5.14 3.63 2.30 1.631 0.1066 20.94 14.80 10.47 7.40 4.68 3.31

1-1/4 0.1254 22.71 16.06 11.35 8.03 5.08 3.591-1/2 0.2042 28.98 20.49 14.49 10.25 6.48 4.58

2 0.4343 42.26 29.88 21.13 14.94 9.45 6.682-1/2 1.1721 69.43 49.09 34.71 24.55 15.52 10.98

3 2.0447 91.70 64.84 45.85 32.42 20.50 14.503-1/2 3.0953 112.82 79.78 56.41 39.89 25.23 17.84

4 4.4556 135.36 95.72 67.68 47.86 30.27 21.40




KS = [ 250 lbs. / 50lbs. ]1/2 = 2.24



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DOCUMENT:

A9.3.1

RIGID – ELECTRICAL CONDUIT DATAPAGE 1 OF 3 RELEASE DATE: 10/12/05

Rigid – Electrical Conduit Data

Table A9.3.1-1; Rigid Conduit – 40% Copper Fill.

ConduitSize(in)

ConduitO.D.(in)

ConduitI.D.(in)


CopperWeight(lb/ft)

Conduit+

Copper(lb/ft)

1/2 0.840 0.632 0.82 0.48 1.303/4 1.050 0.836 1.08 0.85 1.931 1.315 1.063 1.60 1.37 2.97

1-1/4 1.660 1.394 2.17 2.36 4.531-1/2 1.900 1.624 2.59 3.20 5.79

2 2.375 2.083 3.47 5.27 8.742-1/2 2.875 2.489 5.52 7.52 13.04

3 3.500 3.090 7.21 11.59 18.803-1/2 4.000 3.570 8.68 15.47 24.15

4 4.500 4.050 10.26 19.91 30.175 5.563 5.073 13.90 31.24 45.146 6.625 6.093 18.05 45.07 63.12


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DOCUMENT:

A9.3.1


Table A9.3.1-2; Rigid Conduit Maximum Support Spacing - Bending.

ConduitSize(in)

O.D.(in)

I.D.(in)

I(in4)

Conduit+

Copper(lb/ft)


(ft)1

1/2 0.840 0.632 0.0166 1.30 12.333/4 1.050 0.836 0.0357 1.93 13.271 1.315 1.063 0.1228 2.97 17.73

1-1/4 1.660 1.394 0.1874 4.53 15.791-1/2 1.900 1.624 0.2983 5.79 16.47

2 2.375 2.083 0.6377 8.74 17.532-1/2 2.875 2.489 1.4697 13.04 19.80

3 3.500 3.090 2.8911 18.80 19.893-1/2 4.000 3.570 4.5930 24.15 20.69

4 4.500 4.050 6.9223 30.17 21.425 5.563 5.073 14.501 45.14 22.806 6.625 6.093 26.907 63.12 24.06

1) Determined by assuming that the conduit was a beam with fixed ends and an evenlydistributed load equal to the weight of the conduit and a 40% fill of copper. The conduitmaterial was assumed to be equal to cold rolled carbon steel sheet with a yield stress of45,000 psi – 50,000psi.


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DOCUMENT:

A9.3.1


Table A9.3.1-3; Rigid Conduit Maximum Support Spacing – Buckling1.

ConduitSize(in)

I(in4)

ForceClass

I2, 8

ForceClassII3, 8

ForceClassIII4, 8

ForceClassIV5, 8

ForceClassV6, 8

ForceClassVI7, 8

1/2 0.0166 8.26 5.84 4.13 2.92 1.85 1.313/4 0.0357 12.12 8.57 6.06 4.28 2.71 1.921 0.1228 22.47 15.89 11.24 7.95 5.02 3.55

1-1/4 0.1874 27.76 19.63 13.88 9.81 6.21 4.391-1/2 0.2983 35.02 24.77 17.51 12.38 7.83 5.54

2 0.6377 51.21 36.21 25.60 18.11 11.45 8.102-1/2 1.4697 77.74 54.97 38.87 27.49 17.38 12.29

3 2.8911 109.04 77.10 54.52 38.55 24.38 17.243-1/2 4.5930 137.43 97.18 68.72 48.59 30.73 21.73

4 6.9223 168.72 119.30 84.36 59.65 37.73 26.685 14.501 244.20 172.67 122.10 86.34 54.60 38.616 26.907 332.64 235.21 166.32 117.61 74.38 52.60




KS = [ 250 lbs. / 50lbs. ]1/2 = 2.24



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Documents

KSCC-AK (For Use with CCA Brackets) P7.4.3 Seismic Design … · 12-10-2005 · DUBLIN, OHIO, USA • MISSISSAUGA, ONTARIO, CANADA Toll Free (USA only): International: Fax: World