Cooper B-Line Seismic Restraints - Dixie Construction Products
Cooper B-Line Seismic Restraints - Dixie Construction Products Cooper B-Line Seismic Restraints - Dixie Construction Products
GENERAL INFORMATION C a = .40Na from Table 16A-Q, which is a combination of Zone and Soil profile Zone 4 = .40, from Table 16A-I Rock Soil Profile = SB, from Table 16A-J Seismic Source Type = B, for faults other than Type A & C (Table 16A-U) Near Source Factor (Na) = 1.0, for 5 km from known seismic source (Table 16A-S) I p = 1.5 from Table 16A-K, Occupancies having surgery and emergency treatment areas. R p = 3.0 from Table 16A-O for deep embedded anchors h x = 20 feet h r = 40 feet F p = (1.0)(0.40(1.0))(1.5) (1 + 3 • 20 )W p = 0.50W p = 0.50g 3.0 40 Check if value falls within limits: F p shall not be taken less than, 0.7C a I p W p = 0.7(.40)(1.5)W p = .42g F p shall not be greater than, 4.0C a I p W p = 4.0(.40)(1.5)W p = 2.4g 2.4g > .5 > 0.42g Therefore allowing the use of 0.50g To convert this F p from a strength design to an Allowable Stress Design (ASD) used in this catalog divide by 1.4. F p = 0.50g = 0.36g (ASD) 1.4 0.36g is the Allowable Stress Design Seismic Load Factor determined from the 2001 California Building Code. Special Note: A table for .36g (ASD) is not available in this catalog. When seismic force levels (%g or F p ) falls between catalog table values (i.e.: .15g, .30g, .45g, etc.) the seismic force level shall be rounded up to the next highest cataloged force level. Example: If F p = .36g (ASD), then use catalog tables for .45g (ASD). Example Two, Shallow Embedded Anchors: Special Note: Installations using concrete anchors installed with an embedment length-to-diameter ratio of less than 8, also referred to as shallow embedment anchors, have an adjusted Component Response Factor. The adjusted factor R p = 1.5. COOPER B-Line 509 West Monroe Street Highland, Illinois 62249 Phone: 800-851-7415 Fax: 618-654-1917 Date: Page No. Sheet Number: 6 - 2 - 06 3 of Raafat S. Aboulhosn Structural Engineer S 3913
GENERAL INFORMATION Cable tray system is installed on the 1st floor of a 40-foot tall, 2-story surgical center in California. The cable tray is actually suspended from the 2nd floor, which has an elevation of 20 feet above grade. Location of the surgical center is in seismic zone 4 with a rock soil profile, shallow embedment anchors are used for brace locations. a p = 1.0 from Table 16A-O F p = a pC a I p (1 + 3 hx • )W p R p h r C a = .40Na from Table 16A-Q, which is a combination of Zone and Soil profile Zone 4 = .40 from Table 16A-I Rock Soil Profile = SB from Table 16A-J Seismic Source Type = B for faults other than Type A & C (Table 16A-U) Near Source Factor (Na) = 1.0 for 5 km from known seismic source (Table 16A-S) I p = 1.5 from Table 16A-K, Occupancies having surgery and emergency treatment areas. R p = 1.5 adjusted for Shallow Embedment Anchors h x h r = 20 feet = 40 feet F p = (1.0)(0.40(1.0))(1.5) (1 + 3 • 20 )W p = 1.0W p = 1.0g 1.5 40 Check if value falls within limits: F p shall not be taken less than, 0.7C a I p W p = 0.7(.40)(1.5)W p = .42g F p shall not be greater than, 4.0C a I p W p = 4.0(.40)(1.5)W p = 2.4g 2.4g > 1.0g > 0.42g Therefore allowing the use of 1.0g To convert this F p from a strength design to an Allowable Stress Design (ASD) used in this catalog divide by 1.4. F p = 1.0g = 0.71g (ASD) 1.4 0.71g is the Allowable Stress Design Seismic Load Factor determined from the 2001 California Building Code for shallow embedment anchors. Special Note: A table for .71g (ASD) is not available in this catalog. When seismic force levels (%g or F p ) falls between catalog table values (i.e.: .15g, .30g, .45g, etc.) the seismic force level shall be rounded up to the next highest cataloged force level. Example: If F p = .71g (ASD), then use catalog tables for .75g (ASD). Note: For other Code examples see Appendix 4 COOPER B-Line 509 West Monroe Street Highland, Illinois 62249 Phone: 800-851-7415 Fax: 618-654-1917 Date: Page No. Sheet Number: Raafat S. Aboulhosn Structural Engineer S 3913 6 - 2 - 06 4 of
- Page 1 and 2: SEISMIC RESTRAINTS Multi-Directiona
- Page 3 and 4: TABLE OF CONTENTS General Informati
- Page 5: GENERAL INFORMATION I p = Importanc
- Page 9 and 10: GENERAL INFORMATION c) Check the re
- Page 11 and 12: GENERAL INFORMATION f) When a flexi
- Page 13 and 14: GENERAL NOTES FOR SEISMIC BRACING G
- Page 15 and 16: SINGLE PIPE/CONDUIT BRACING Single
- Page 17 and 18: SINGLE PIPE BRACING PIPE CLAMP TRAN
- Page 19 and 20: CLEVIS HANGER TRANSVERSE BRACING (F
- Page 21 and 22: TRAPEZE BRACING TRAPEZE TRANSVERSE
- Page 23 and 24: TRAPEZE BRACING TRAPEZE TRANSVERSE
- Page 25 and 26: TRAPEZE BRACING Typical Trapeze ATR
- Page 27 and 28: STRUCTURAL ATTACHMENTS ‘T’ Conc
- Page 29 and 30: Concrete Attachments Detail 4 Metal
- Page 31 and 32: Concrete Attachments STRUCTURAL ATT
- Page 33 and 34: STRUCTURAL ATTACHMENTS Minimum dist
- Page 35 and 36: STRUCTURAL ATTACHMENTS Concrete Att
- Page 37 and 38: STRUCTURAL ATTACHMENTS Wood Beam At
- Page 39 and 40: STRUCTURAL ATTACHMENTS Wood Beam At
- Page 41 and 42: Structural Steel Detail 16 Case 1 C
- Page 43 and 44: Concrete Attachments To Slab HANGER
- Page 45 and 46: Concrete Attachments To Slab HANGER
- Page 47 and 48: Concrete Attachments To Slab HANGER
- Page 49 and 50: Concrete Attachments To Slab HANGER
- Page 51 and 52: Strut Attachments Typical All Threa
- Page 53 and 54: HANGER ROD ATTACHMENTS & APPROVED C
- Page 55 and 56: HANGER ROD ATTACHMENTS & APPROVED C
GENERAL INFORMATION<br />
C a = .40Na from Table 16A-Q, which is a combination of Zone and Soil profile<br />
Zone 4 = .40, from Table 16A-I<br />
Rock Soil Profile = SB, from Table 16A-J<br />
<strong>Seismic</strong> Source Type = B, for faults other than Type A & C (Table 16A-U)<br />
Near Source Factor (Na) = 1.0, for 5 km from known seismic source (Table 16A-S)<br />
I p<br />
= 1.5 from Table 16A-K, Occupancies having surgery and emergency treatment areas.<br />
R p = 3.0 from Table 16A-O for deep embedded anchors<br />
h x = 20 feet<br />
h r<br />
= 40 feet<br />
F p = (1.0)(0.40(1.0))(1.5) (1 + 3 • 20 )W p = 0.50W p = 0.50g<br />
3.0 40<br />
Check if value falls within limits:<br />
F p shall not be taken less than, 0.7C a I p W p = 0.7(.40)(1.5)W p = .42g<br />
F p shall not be greater than, 4.0C a I p W p = 4.0(.40)(1.5)W p = 2.4g<br />
2.4g > .5 > 0.42g Therefore allowing the use of 0.50g<br />
To convert this F p from a strength design to an Allowable Stress Design (ASD) used in this catalog<br />
divide by 1.4.<br />
F p = 0.50g = 0.36g (ASD)<br />
1.4<br />
0.36g is the Allowable Stress Design <strong>Seismic</strong> Load Factor determined from the 2001 California<br />
Building Code.<br />
Special Note: A table for .36g (ASD) is not available in this catalog. When seismic force levels (%g or<br />
F p ) falls between catalog table values (i.e.: .15g, .30g, .45g, etc.) the seismic force level shall be<br />
rounded up to the next highest cataloged force level.<br />
Example: If F p = .36g (ASD), then use catalog tables for .45g (ASD).<br />
Example Two, Shallow Embedded Anchors:<br />
Special Note: Installations using concrete anchors installed with an embedment length-to-diameter<br />
ratio of less than 8, also referred to as shallow embedment anchors, have an adjusted Component<br />
Response Factor. The adjusted factor R p = 1.5.<br />
COOPER B-<strong>Line</strong><br />
509 West Monroe Street<br />
Highland, Illinois 62249<br />
Phone: 800-851-7415<br />
Fax: 618-654-1917<br />
Date:<br />
Page No.<br />
Sheet Number:<br />
6 - 2 - 06<br />
3<br />
of<br />
Raafat S. Aboulhosn<br />
Structural Engineer S 3913
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