Post on 19-May-2018
EQUIPMENT SEISMIC ANCHORAGE – THERMOFISHER SCIENTIFIC FREEZERS
2012-0432-DC-001
REV. 1
PREPARED FOR: THERMOFISHER SCIENTIFIC CONTACT: ANDREW GARROD 275 AIKEN ROAD, ASHEVILLE, NC 28804 828-658-2862 PREPARED BY: TOBOLSKI|WATKINS ENGINEERING, INC. PROJECT MANAGER: MATTHEW TOBOLSKI, PHD, SE 9246 LIGHTWAVE AVE, SUITE 140 SAN DIEGO, CA 92123 858-381-5843 TWEI Contract: 2011-0432-CO-001, rev. 0 Effective Date: 9/12/2012
AUTHORIZATION FOR RELEASE OF CALCULATION
Calculation Title: Equipment Seismic Anchorage – ThermoFisher Scientific Freezers
Calculation Number.: 2012-0432-DC-001 Rev. No.:1 Analyzed System: ThermoFisher Scientific Freezers Total Number of Pages (including this cover sheet): 91 Total Number of Attachments: 1 Purpose of Revision: Revision based on TFS and QuickHold! Inputs
ORIGINATOR James Linjun Yan, PhD, PE 09/12/2012 Print Name Signature Date
REVIEWER Matthew Tobolski, PhD, SE 09/12/2012 Print Name Signature Date
INDEPENDENT REVIEWER (if required) NA Print Name Signature Date
FINAL APPROVER Matthew Tobolski, PhD, SE 09/12/2012 Print Name Signature Date
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 2
2012-0432-DC-001, revision 0 9/12/2012
Document History Rev. Date Reason for Revision Revised by 0 8/3/2012 Initial Issue James Linjun Yan,
PhD, PE 1 9/12/2012 Revision based on TFS and
QuickHold! Inputs James Linjun Yan, PhD, PE
List of Effective Pages Section Pages Revision
Body 86 1 Attachment A 15 1
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 3
2012-0432-DC-001, revision 0 9/12/2012
Executive Summary TWEI has been retained to develop a series of anchorage design details and calculations for seismic restraint of a series of freezer products by ThermoFisher Scientific. These anchor details are designed using an off-the-shelf system provided by QuakeHOLD! Industrial for use with systems in California or other seismic regions. A total of 15 different freezers (as defined by cut sheets in Appendix A) were covered by this study. For each freezer, a kit for seismic restraint (per TWEI drawing 2012-0432-DD-001) will be provided, including the following essential components:
• A frame of unistrut installed against the freezer’s base on all four sides to resist seismic shear.
• A strap with pretension force wrapping around the freezer from side to side, which is tied down to the unistrut frame to resist the unit overturning due to seismic force.
• Post-installed anchors (Hilti 1/2in dia. KB-TZ anchors with min 2in embedment per ICC-ES ESR 1917) for the connection of the unistrut frame to supporting concrete slab by others, to resist seismic shear and uplift force due to overturning.
A systematical check of each system was performed to ensure a complete load path can be established to provide the expected seismic restraint mechanism. The detailed calculations are documented in this report and the main design considerations are summarized below:
• Code standards: IBC 2009 and ASCE 7-05. • Design seismic force for each freezer is developed per ASCE 7-05 Chapter 13 for
nonstructural components, with the following seismic parameters: o Component amplification factor, ap = 2.5 o Component response modification factor, Rp = 6 o Component important factor, Ip = 1.0
• Consideration of Center Gravity (C.G.): o Maximum height of C.G. is 2/3 of overall unit height. o Maximum 10% eccentricity of C.G. each horizontal direction.
• The supporting structure provided by others is a normal weight concrete slab of minimum 4.5in thickness and minimum compression strength, fc’=2500psi.
• Maximum site demands (in terms of short period spectral acceleration, SDS) considered for each freezer of different installation heights are summarized in the table on next page.
Please note that this study is only limited to ensure structural adequacy of the seismic restraint system provided for each freezer, which does not include structural integrity check of freezer itself.
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 4
2012-0432-DC-001, revision 0 9/12/2012
Note: h: Average roof height of building with respect to the building base. z: Height in building of unit installation with respect to the building base.
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 5
2012-0432-DC-001, revision 0 9/12/2012
Table of Contents Document History ......................................................................................................................................2
List of Effective Pages ................................................................................................................................2
Executive Summary ...................................................................................................................................3
Table of Contents ........................................................................................................................................5
Section 1. Seismic Restraint Design of Freezers for z/h=0 ...................................................................6
Section 2. Seismic Restraint Design of Freezers for z/h=1 ...................................................................7
Section 3. Check of Post-Installed Anchors.............................................................................................8
Appendix A. Cut Sheets of ThermoFisher Scientific Freezers .............................................................9
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 6
2012-0432-DC-001, revision 0 9/12/2012
Section 1. Seismic Restraint Design of Freezers for z/h=0
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 550 lbf per unit cut sheetUnit width B 24 in per unit cut sheetUnit depth D 26.2 in per unit cut sheetUnit height H 73.62 in per unit cut sheet
Caster out to out distance Dc 21.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 26.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 22.93 in Sfb = Dc+1 5/8"
CG location Hcg 49.08 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.40 in ess = 0.1B
CG eccentricity in front to back direction efb 2.62 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 2.5Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 229.17 lbf Eq. 13.3-1Max seismic design force Fp,max 2200.00 lbf Eq. 13.3-2Min seismic design force Fp,min 412.50 lbf Eq. 13.3-3
Final seismic design force Fp 412.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 20245.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 2400.75 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 17844.75 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 670.23 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 20245.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 1945.35 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 18300.15 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 798.26 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 798.26 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.38 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 121
Page 6.1
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 121
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 inMax distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1340.45 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.22 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1596.52 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.26 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 495.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 25.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.08 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 335.11 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 206.25 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 399.13 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 51.56 lbf Vu3 = Fp/8
Page 6.2
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 800 lbf per unit cut sheetUnit width B 28 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 30.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.80 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 2.3Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 306.67 lbf Eq. 13.3-1Max seismic design force Fp,max 2944.00 lbf Eq. 13.3-2Min seismic design force Fp,min 552.00 lbf Eq. 13.3-3
Final seismic design force Fp 552.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 29156.64 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 4404.40 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 24752.24 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 808.24 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 29156.64 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 3788.40 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 25368.24 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 901.98 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 901.98 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 inMax distance of end anchors to the end of unistrut Danchor 6.5 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 232
Page 6.3
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 232
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1616.47 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.27 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1803.96 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 772.80 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 29.00 in L = B+1"
Capcity reduction factor f 0.96 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5791.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.13 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 404.12 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 276.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 450.99 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 69.00 lbf Vu3 = Fp/8
Page 6.4
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1000 lbf per unit cut sheetUnit width B 34 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 36.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.40 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 2Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 333.33 lbf Eq. 13.3-1Max seismic design force Fp,max 3200.00 lbf Eq. 13.3-2Min seismic design force Fp,min 600.00 lbf Eq. 13.3-3
Final seismic design force Fp 600.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 31692.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 7456.25 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 24235.75 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 661.73 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 31692.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 5381.25 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 26310.75 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 935.49 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 935.49 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.45 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 inMax distance of end anchors to the end of unistrut Danchor 6.5 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 303
Page 6.5
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 303
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1323.45 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.22 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1870.99 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.31 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1020.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 35.00 in L = B+1"
Capcity reduction factor f 0.94 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5671.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.18 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 330.86 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 300.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 467.75 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 75.00 lbf Vu3 = Fp/8
Page 6.6
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1100 lbf per unit cut sheetUnit width B 56.5 in per unit cut sheetUnit depth D 31.5 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 23.2 in per unit cut sheet
Unistrut spacing in side to side direction Sss 59.13 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 24.83 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 5.65 in ess = 0.1B
CG eccentricity in front to back direction efb 3.15 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.6Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 293.33 lbf Eq. 13.3-1Max seismic design force Fp,max 2816.00 lbf Eq. 13.3-2Min seismic design force Fp,min 528.00 lbf Eq. 13.3-3
Final seismic design force Fp 528.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 27888.96 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 15256.18 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 12632.79 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 213.66 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 27888.96 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 5909.48 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 21979.49 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 885.38 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 885.38 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 454a
Page 6.7
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 454a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 427.32 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.07 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1770.75 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1491.60 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 57.50 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.25 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 106.83 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 264.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 442.69 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 66.00 lbf Vu3 = Fp/8
Page 6.8
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1250 lbf per unit cut sheetUnit width B 56.5 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 59.13 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 5.65 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.7Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 354.17 lbf Eq. 13.3-1Max seismic design force Fp,max 3400.00 lbf Eq. 13.3-2Min seismic design force Fp,min 637.50 lbf Eq. 13.3-3
Final seismic design force Fp 637.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 33672.75 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 16738.75 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 16934.00 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 286.41 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 33672.75 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 7533.75 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 26139.00 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 929.39 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 929.39 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.44 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 504b
Page 6.9
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 504b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 572.82 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.09 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1858.77 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.31 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1800.94 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 57.50 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 143.21 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 318.75 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 464.69 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 79.69 lbf Vu3 = Fp/8
Page 6.10
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1600 lbf per unit cut sheetUnit width B 85 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 87.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 8.50 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.4Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 373.33 lbf Eq. 13.3-1Max seismic design force Fp,max 3584.00 lbf Eq. 13.3-2Min seismic design force Fp,min 672.00 lbf Eq. 13.3-3
Final seismic design force Fp 672.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 35495.04 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 35030.00 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 465.04 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 5.31 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 35495.04 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 10676.40 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 24818.64 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 882.44 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 882.44 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 755
Page 6.11
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 755
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 10.61 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.00 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1764.88 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 2856.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 86.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.48 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 2.65 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 336.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 441.22 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 84.00 lbf Vu3 = Fp/8
Page 6.12
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1350 lbf per unit cut sheetUnit width B 33.3 in per unit cut sheetUnit depth D 29.5 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 24.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 35.93 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 25.93 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.33 in ess = 0.1B
CG eccentricity in front to back direction efb 2.95 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.5Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 337.50 lbf Eq. 13.3-1Max seismic design force Fp,max 3240.00 lbf Eq. 13.3-2Min seismic design force Fp,min 607.50 lbf Eq. 13.3-3
Final seismic design force Fp 607.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 31549.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 11852.33 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 19697.18 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 548.29 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 31549.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 8110.13 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 23439.38 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 904.12 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 904.12 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 136
Page 6.13
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 136
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1096.57 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.18 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1808.24 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1011.49 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 34.30 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.17 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 274.14 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 303.75 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 452.06 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 75.94 lbf Vu3 = Fp/8
Page 6.14
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1300 lbf per unit cut sheetUnit width B 23 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 25.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.30 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.6Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 346.67 lbf Eq. 13.3-1Max seismic design force Fp,max 3328.00 lbf Eq. 13.3-2Min seismic design force Fp,min 624.00 lbf Eq. 13.3-3
Final seismic design force Fp 624.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 32448.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 7926.43 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 24521.58 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 956.94 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 32448.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 9328.87 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 23119.14 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 724.17 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 956.94 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.46 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 3007
Page 6.15
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 3007
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1913.88 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.32 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1448.34 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.24 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 717.60 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 24.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.12 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 478.47 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 312.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 362.09 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 78.00 lbf Vu3 = Fp/8
Page 6.16
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1600 lbf per unit cut sheetUnit width B 28.4 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 31.03 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.84 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.6Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 426.67 lbf Eq. 13.3-1Max seismic design force Fp,max 4096.00 lbf Eq. 13.3-2Min seismic design force Fp,min 768.00 lbf Eq. 13.3-3
Final seismic design force Fp 768.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 39936.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 11760.08 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 28175.92 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 908.17 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 39936.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 11481.68 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 28454.32 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 891.29 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 908.17 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 4008
Page 6.17
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 4008
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1816.34 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1782.57 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1090.56 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 29.40 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.18 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 454.08 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 384.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 445.64 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 96.00 lbf Vu3 = Fp/8
Page 6.18
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1850 lbf per unit cut sheetUnit width B 34 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 36.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.40 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.5Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 462.50 lbf Eq. 13.3-1Max seismic design force Fp,max 4440.00 lbf Eq. 13.3-2Min seismic design force Fp,min 832.50 lbf Eq. 13.3-3
Final seismic design force Fp 832.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 43290.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 16552.88 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 26737.13 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 730.02 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 43290.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 13733.48 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 29556.53 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 925.81 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 925.81 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.44 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 5009a
Page 6.19
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 5009a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1460.05 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.24 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1851.62 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.31 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1415.25 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 35.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.24 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 365.01 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 416.25 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 462.91 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 104.06 lbf Vu3 = Fp/8
Page 6.20
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1500 lbf per unit cut sheetUnit width B 33.3 in per unit cut sheetUnit depth D 35.75 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 30.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 35.93 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 32.13 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.33 in ess = 0.1B
CG eccentricity in front to back direction efb 3.58 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.7Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 425.00 lbf Eq. 13.3-1Max seismic design force Fp,max 4080.00 lbf Eq. 13.3-2Min seismic design force Fp,min 765.00 lbf Eq. 13.3-3
Final seismic design force Fp 765.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 39729.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 12291.30 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 27437.70 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 763.75 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 39729.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 10489.50 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 29239.50 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 910.18 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 910.18 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 179b
Page 6.21
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 179b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1527.50 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.25 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1820.36 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1273.73 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 34.30 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.21 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 381.87 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 382.50 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 455.09 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 95.63 lbf Vu3 = Fp/8
Page 6.22
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 2100 lbf per unit cut sheetUnit width B 39.6 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 42.23 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.96 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.4Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 490.00 lbf Eq. 13.3-1Max seismic design force Fp,max 4704.00 lbf Eq. 13.3-2Min seismic design force Fp,min 882.00 lbf Eq. 13.3-3
Final seismic design force Fp 882.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 45864.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 22332.56 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 23531.45 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 557.29 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 45864.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 16109.00 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 29755.01 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 932.03 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 932.03 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.44 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 60010a
Page 6.23
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 60010a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1114.57 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.18 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1864.06 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.31 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1746.36 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 40.60 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 278.64 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 441.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 466.01 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 110.25 lbf Vu3 = Fp/8
Page 6.24
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1650 lbf per unit cut sheetUnit width B 40.7 in per unit cut sheetUnit depth D 35.75 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 30.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 43.33 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 32.13 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 4.07 in ess = 0.1B
CG eccentricity in front to back direction efb 3.58 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.6Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 440.00 lbf Eq. 13.3-1Max seismic design force Fp,max 4224.00 lbf Eq. 13.3-2Min seismic design force Fp,min 792.00 lbf Eq. 13.3-3
Final seismic design force Fp 792.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 41131.20 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 16836.02 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 24295.18 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 560.77 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 41131.20 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 11950.54 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 29180.66 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 908.35 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 908.35 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2310b
Page 6.25
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2310b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1121.53 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.19 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1816.69 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1611.72 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 41.70 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.27 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 280.38 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 396.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 454.17 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 99.00 lbf Vu3 = Fp/8
Page 6.26
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 2500 lbf per unit cut sheetUnit width B 45.3 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 47.93 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 4.53 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.2Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 500.00 lbf Eq. 13.3-1Max seismic design force Fp,max 4800.00 lbf Eq. 13.3-2Min seismic design force Fp,min 900.00 lbf Eq. 13.3-3
Final seismic design force Fp 900.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 46800.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 32063.63 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 14736.38 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 307.49 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 46800.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 20414.63 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 26385.38 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 826.48 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 826.48 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.39 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 70011a
Page 6.27
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 70011a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 614.98 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.10 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1652.96 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.27 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 2038.50 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 46.30 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.34 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 153.74 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 450.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 413.24 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 112.50 lbf Vu3 = Fp/8
Page 6.28
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1800 lbf per unit cut sheetUnit width B 46.7 in per unit cut sheetUnit depth D 35.75 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 30.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 49.33 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 32.13 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 4.67 in ess = 0.1B
CG eccentricity in front to back direction efb 3.58 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.5Average roof height of structure h 1 normalized height
Height in structure of component attachment z 0 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 450.00 lbf Eq. 13.3-1Max seismic design force Fp,max 4320.00 lbf Eq. 13.3-2Min seismic design force Fp,min 810.00 lbf Eq. 13.3-3
Final seismic design force Fp 810.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 42066.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 21591.90 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 20474.10 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 415.09 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 42066.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 13486.50 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 28579.50 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 889.63 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 889.63 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2811b
Page 6.29
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2811b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 830.17 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.14 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1779.27 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1891.35 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 47.70 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.32 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 207.54 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 405.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 444.82 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 101.25 lbf Vu3 = Fp/8
Page 6.30
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 7
2012-0432-DC-001, revision 0 9/12/2012
Section 2. Seismic Restraint Design of Freezers for z/h=1
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 550 lbf per unit cut sheetUnit width B 24 in per unit cut sheetUnit depth D 26.2 in per unit cut sheetUnit height H 73.62 in per unit cut sheet
Caster out to out distance Dc 21.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 26.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 22.93 in Sfb = Dc+1 5/8"
CG location Hcg 49.08 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.40 in ess = 0.1B
CG eccentricity in front to back direction efb 2.62 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.7Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 467.50 lbf Eq. 13.3-1Max seismic design force Fp,max 1496.00 lbf Eq. 13.3-2Min seismic design force Fp,min 280.50 lbf Eq. 13.3-3
Final seismic design force Fp 467.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 22944.90 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 3361.05 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 19583.85 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 735.54 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 22944.90 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 2723.49 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 20221.41 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 882.07 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 882.07 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 121
Page 7.1
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 121
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 inMax distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1471.09 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.24 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1764.14 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 561.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 25.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.09 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 367.77 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 233.75 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 441.03 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 58.44 lbf Vu3 = Fp/8
Page 7.2
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 800 lbf per unit cut sheetUnit width B 28 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 30.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.80 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.4Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 560.00 lbf Eq. 13.3-1Max seismic design force Fp,max 1792.00 lbf Eq. 13.3-2Min seismic design force Fp,min 336.00 lbf Eq. 13.3-3
Final seismic design force Fp 560.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 29579.20 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 6206.20 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 23373.00 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 763.20 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 29579.20 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 5338.20 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 24241.00 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 861.90 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 861.90 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.41 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 inMax distance of end anchors to the end of unistrut Danchor 6.5 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 232
Page 7.3
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 232
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1526.40 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.25 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1723.80 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 784.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 29.00 in L = B+1"
Capcity reduction factor f 0.96 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5791.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.14 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 381.60 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 280.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 430.95 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 70.00 lbf Vu3 = Fp/8
Page 7.4
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1000 lbf per unit cut sheetUnit width B 34 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 36.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.40 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.2Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 600.00 lbf Eq. 13.3-1Max seismic design force Fp,max 1920.00 lbf Eq. 13.3-2Min seismic design force Fp,min 360.00 lbf Eq. 13.3-3
Final seismic design force Fp 600.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 31692.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 9842.25 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 21849.75 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 596.58 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 31692.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 7103.25 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 24588.75 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 874.27 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 874.27 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 inMax distance of end anchors to the end of unistrut Danchor 6.5 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 303
Page 7.5
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 303
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1193.16 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.20 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1748.53 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1020.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 35.00 in L = B+1"
Capcity reduction factor f 0.94 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5671.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.18 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 298.29 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 300.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 437.13 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 75.00 lbf Vu3 = Fp/8
Page 7.6
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1100 lbf per unit cut sheetUnit width B 56.5 in per unit cut sheetUnit depth D 31.5 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 23.2 in per unit cut sheet
Unistrut spacing in side to side direction Sss 59.13 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 24.83 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 5.65 in ess = 0.1B
CG eccentricity in front to back direction efb 3.15 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 550.00 lbf Eq. 13.3-1Max seismic design force Fp,max 1760.00 lbf Eq. 13.3-2Min seismic design force Fp,min 330.00 lbf Eq. 13.3-3
Final seismic design force Fp 550.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 29051.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 18412.63 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 10638.38 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 179.93 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 29051.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 7132.13 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 21918.88 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 882.94 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 882.94 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 454a
Page 7.7
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 454a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 359.86 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.06 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1765.87 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1553.75 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 57.50 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.26 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 89.97 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 275.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 441.47 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 68.75 lbf Vu3 = Fp/8
Page 7.8
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1250 lbf per unit cut sheetUnit width B 56.5 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 59.13 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 5.65 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 625.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2000.00 lbf Eq. 13.3-2Min seismic design force Fp,min 375.00 lbf Eq. 13.3-3
Final seismic design force Fp 625.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 33012.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 20923.44 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 12089.06 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 204.47 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 33012.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 9417.19 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 23595.31 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 838.94 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 838.94 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.40 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 504b
Page 7.9
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 504b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 408.93 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.07 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1677.89 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.28 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1765.63 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 57.50 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 102.23 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 312.50 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 419.47 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 78.13 lbf Vu3 = Fp/8
Page 7.10
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1600 lbf per unit cut sheetUnit width B 85 in per unit cut sheetUnit depth D 33 in per unit cut sheetUnit height H 79.23 in per unit cut sheet
Caster out to out distance Dc 26.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 87.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 28.13 in Sfb = Dc+1 5/8"
CG location Hcg 52.82 in Hcg = H*2/3CG eccentricity in side to side direction ess 8.50 in ess = 0.1B
CG eccentricity in front to back direction efb 3.30 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 0.9Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 720.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2304.00 lbf Eq. 13.3-2Min seismic design force Fp,min 432.00 lbf Eq. 13.3-3
Final seismic design force Fp 720.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 38030.40 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 40680.00 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap -2649.60 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss -30.24 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 38030.40 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 12398.40 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 25632.00 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 911.36 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 911.36 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 755
Page 7.11
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432LRF 755
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 -60.48 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR -0.01 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1822.72 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 3060.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 86.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.51 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 -15.12 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 360.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 455.68 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 90.00 lbf Vu3 = Fp/8
Page 7.12
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1350 lbf per unit cut sheetUnit width B 33.3 in per unit cut sheetUnit depth D 29.5 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 24.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 35.93 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 25.93 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.33 in ess = 0.1B
CG eccentricity in front to back direction efb 2.95 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 0.9Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 607.50 lbf Eq. 13.3-1Max seismic design force Fp,max 1944.00 lbf Eq. 13.3-2Min seismic design force Fp,min 364.50 lbf Eq. 13.3-3
Final seismic design force Fp 607.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 31549.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 14222.79 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 17326.71 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 482.30 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 31549.50 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 9732.15 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 21817.35 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 841.56 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 841.56 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.40 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 136
Page 7.13
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 136
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 964.60 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.16 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1683.11 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.28 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1011.49 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 34.30 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.17 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 241.15 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 303.75 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 420.78 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 75.94 lbf Vu3 = Fp/8
Page 7.14
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1300 lbf per unit cut sheetUnit width B 23 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 25.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.30 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 650.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2080.00 lbf Eq. 13.3-2Min seismic design force Fp,min 390.00 lbf Eq. 13.3-3
Final seismic design force Fp 650.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 33800.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 9566.38 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 24233.63 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 945.70 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 33800.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 11258.98 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 22541.03 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 706.06 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 945.70 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.45 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 3007
Page 7.15
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 3007
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1891.40 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.31 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1412.12 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.23 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 747.50 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 24.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.13 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 472.85 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 325.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 353.03 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 81.25 lbf Vu3 = Fp/8
Page 7.16
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1600 lbf per unit cut sheetUnit width B 28.4 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 31.03 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 2.84 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 800.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2560.00 lbf Eq. 13.3-2Min seismic design force Fp,min 480.00 lbf Eq. 13.3-3
Final seismic design force Fp 800.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 41600.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 14193.20 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 27406.80 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 883.38 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 41600.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 13857.20 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 27742.80 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 869.00 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 883.38 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 4008
Page 7.17
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 4008
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1766.76 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1738.00 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1136.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 29.40 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.19 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 441.69 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 400.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 434.50 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 100.00 lbf Vu3 = Fp/8
Page 7.18
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1850 lbf per unit cut sheetUnit width B 34 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 36.63 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.40 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 0.9Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 832.50 lbf Eq. 13.3-1Max seismic design force Fp,max 2664.00 lbf Eq. 13.3-2Min seismic design force Fp,min 499.50 lbf Eq. 13.3-3
Final seismic design force Fp 832.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 43290.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 19863.45 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 23426.55 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 639.63 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 43290.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 16480.17 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 26809.83 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 839.78 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 839.78 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.40 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 5009a
Page 7.19
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 5009a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1279.27 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.21 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1679.55 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.28 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1415.25 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 35.00 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.24 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 319.82 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 416.25 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 419.89 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 104.06 lbf Vu3 = Fp/8
Page 7.20
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1500 lbf per unit cut sheetUnit width B 33.3 in per unit cut sheetUnit depth D 35.75 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 30.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 35.93 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 32.13 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.33 in ess = 0.1B
CG eccentricity in front to back direction efb 3.58 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1.1Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 825.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2640.00 lbf Eq. 13.3-2Min seismic design force Fp,min 495.00 lbf Eq. 13.3-3
Final seismic design force Fp 825.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 42845.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 14925.15 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 27919.85 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 777.17 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 42845.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 12737.25 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 30107.75 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 937.21 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 937.21 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.45 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 179b
Page 7.21
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 179b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1554.34 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.26 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1874.41 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.31 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1373.63 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 34.30 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.23 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 388.59 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 412.50 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 468.60 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 103.13 lbf Vu3 = Fp/8
Page 7.22
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 2100 lbf per unit cut sheetUnit width B 39.6 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 42.23 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 3.96 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 0.85Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 892.50 lbf Eq. 13.3-1Max seismic design force Fp,max 2856.00 lbf Eq. 13.3-2Min seismic design force Fp,min 535.50 lbf Eq. 13.3-3
Final seismic design force Fp 892.50 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 46410.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 26294.78 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 20115.22 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 476.38 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 46410.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 18967.04 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 27442.96 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 859.61 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 859.61 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.41 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 60010a
Page 7.23
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 60010a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 952.76 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.16 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1719.21 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.28 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1767.15 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 40.60 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 238.19 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 446.25 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 429.80 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 111.56 lbf Vu3 = Fp/8
Page 7.24
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1650 lbf per unit cut sheetUnit width B 40.7 in per unit cut sheetUnit depth D 35.75 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 30.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 43.33 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 32.13 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 4.07 in ess = 0.1B
CG eccentricity in front to back direction efb 3.58 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 1Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 825.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2640.00 lbf Eq. 13.3-2Min seismic design force Fp,min 495.00 lbf Eq. 13.3-3
Final seismic design force Fp 825.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 42845.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 20319.34 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 22525.66 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 519.92 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 42845.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 14423.06 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 28421.94 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 884.73 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 884.73 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.42 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2310b
Page 7.25
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2310b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1039.85 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.17 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1769.46 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.29 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1678.88 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 41.70 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.28 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 259.96 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 412.50 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 442.36 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 103.13 lbf Vu3 = Fp/8
Page 7.26
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 2500 lbf per unit cut sheetUnit width B 45.3 in per unit cut sheetUnit depth D 35.9 in per unit cut sheetUnit height H 78 in per unit cut sheet
Caster out to out distance Dc 30.3 in per unit cut sheet
Unistrut spacing in side to side direction Sss 47.93 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 31.93 in Sfb = Dc+1 5/8"
CG location Hcg 52.00 in Hcg = H*2/3CG eccentricity in side to side direction ess 4.53 in ess = 0.1B
CG eccentricity in front to back direction efb 3.59 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 0.8Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 1000.00 lbf Eq. 13.3-1Max seismic design force Fp,max 3200.00 lbf Eq. 13.3-2Min seismic design force Fp,min 600.00 lbf Eq. 13.3-3
Final seismic design force Fp 1000.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 52000.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 35950.13 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 16049.88 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 334.90 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 52000.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 22889.13 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 29110.88 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 911.85 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 911.85 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.43 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 70011a
Page 7.27
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 70011a
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 669.79 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.11 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1823.70 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.30 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 2265.00 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 46.30 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.38 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 167.45 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 500.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 455.93 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 125.00 lbf Vu3 = Fp/8
Page 7.28
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
1. Unit Basic Information
Unit weight Wp 1800 lbf per unit cut sheetUnit width B 46.7 in per unit cut sheetUnit depth D 35.75 in per unit cut sheetUnit height H 77.9 in per unit cut sheet
Caster out to out distance Dc 30.5 in per unit cut sheet
Unistrut spacing in side to side direction Sss 49.33 in Sss = B+1"+1 5/8"Unistrut spacing in front to back direction Sfb 32.13 in Sfb = Dc+1 5/8"
CG location Hcg 51.93 in Hcg = H*2/3CG eccentricity in side to side direction ess 4.67 in ess = 0.1B
CG eccentricity in front to back direction efb 3.58 in efb = 0.1D
2. Seismic Force Calculation
Short period spectral response acceleration SDS 0.9Average roof height of structure h 1 normalized height
Height in structure of component attachment z 1 normalized heightComponent repsonse amplication factor ap 2.5
Component repsonse modification factor Rp 6Component important factor Ip 1
Seismic design force Fp 810.00 lbf Eq. 13.3-1Max seismic design force Fp,max 2592.00 lbf Eq. 13.3-2Min seismic design force Fp,min 486.00 lbf Eq. 13.3-3
Final seismic design force Fp 810.00 lbf min(Fp,max, max(Fp, Fp,min))
3. Load Combinations
(1.2 + 0.2SDS)D + Ex Section 2.3.2 basic load comb 5 for x dir(1.2 + 0.2SDS)D + Ey Section 2.3.2 basic load comb 5 for y dir(0.9 - 0.2SDS)D + Ex Section 2.3.2 basic load comb 7 for x dir(0.9 - 0.2SDS)D + Ey Section 2.3.2 basic load comb 7 for y dir
4. Check of Strap4.1 Side to Side Direction
Overturning moment due to seismic foce MOT 42066.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 25910.28 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sss/2-ess)Resisting moment by strap MR.strap 16155.72 lbf-in MR.strap = MOT - MR.grav
Required strap froce for side to side direction Fss 327.54 lbf Fss = MR.strap/Sss
4.2 Front to Back Direction
Overturning moment due to seismic foce MOT 42066.00 lbf-in MOT = Fp*Hcg
Resisting moment by gravity MR.grav 16183.80 lbf-in MR.grav = (0.9-0.2*SDS)Wp*(Sfb/2-efb)Resisting moment by strap MR.strap 25882.20 lbf-in MR.strap = MOT - MR.grav
Required strap froce for front to back direction Ffb 805.67 lbf Ffb = MR.strap/(Sfb/2*2)
4.3 Check of Strap
Tested allowable capacity of strap Ta 1500 lbf per information of QuakHold Part No. 44627-11 with 2" StrapMax strap force Fmax 805.67 lbf Fmax = max(Fss, Ffb)
Demand capacity ratio DCR 0.38 O.K. DCR = Fmax/(1.4Ta), O.K. if DCR < 1.
5. Check of Unistrut
Unistrut allowable bending capacity for any dir. bending Ma 5070 lbf-in for 1 5/8in unistrut P1000 12GAModified bending capacity for HS/T Section Ma 4309.5 lbf-in for 1 5/8in unistrut P1000T 12GA
Max spacing of anchors next to strap Sanchor 8 in
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2811b
Page 7.29
Project Name: Cal. No.: 2012-0432-DC-002, r0Project No.: Originator: JY
Item: Reviewer: MTConfiguratoin No.: Date: 9/12/2012
Tobolski Watkins Engineering, Inc.
Notes:
Description Variable Value Units Equation / Reference
Sesimic Restraints of Freezers1. Seismic force is determined per Section 13.3 of ASCE 7.2. Strap is tied down by eye bolt to unistrut, which is anchored to slab below by (2) post installed anchors of max 8in spacing. 3. In addition, for unistrut on the side, one post installed anchor is provided at max 6.5in from each end.
Freezers (Thermo Fisher Scientific)0432ULT 2811b
Max distance of end anchors to the end of unistrut Danchor 6.5 in
5.1 Side to Side Direction
Unistrut on one side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 655.07 lbf-in Mu1 = Fss*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.11 O.K. DCR = Mu1/ØMn
Unistrut on the other side resisting seismic shear by anchor shear
5.2 Front to Back Direction
Unistrut on each side resisting strap force by bending in vertical direction
Ultimate moment in unistrut due to strap force Mu1 1611.34 lbf-in Mu1 = Ffb*Sanchor/4Unbraced length L 8 in
Capcity reduction factor f 1 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 6033.30 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.27 O.K. DCR = Mu1/ØMn
Unistrut on front and back sides resisting seismic shear by sideway bending
Ultimate moment in unistrut due to seismic shear Mu2 1891.35 lbf-in Mu2 = Fp/2*0.1*BUnbraced length L 47.70 in L = B+1"
Capcity reduction factor f 0.99 per unistruct catalog page 56 for P1000 beam.Unistrut ultimate bending capacity ØMn 5972.97 lbf-in ØMn = f*1.4*Ma
Demand capacity ratio DCR 0.32 O.K. DCR = Mu2/ØMn
6. Calculation of Post Installed Anchor Force6.1 Side to Side Direction
Anchor bolts of unistrut on one side resisting tension only (Case 1 for anchor check)
Ultimate tension force in anchor Tu1 163.77 lbf Tu1 = Fss/2
End anchor bolts of unistrut on the other side resisting shear only (Case 2 for anchor check)
Ultimate shear force in anchor Vu2 405.00 lbf Vu2 = Fp/2
6.2 Front to Back Direction
Anchor bolts of unistruts on both sides resisting both tension and shear (Case 3 for anchor check)
Ultimate tension force in anchor Tu3 402.84 lbf Tu3 = Ffb/2Ultimate shear force in anchor Vu3 101.25 lbf Vu3 = Fp/8
Page 7.30
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 8
2012-0432-DC-001, revision 0 9/12/2012
Section 3. Check of Post-Installed Anchors
Page 8.1
Summary of Anchor Force
z/h = 0
z/h = 1
Configuration Unit Demand Case 1 Case 2Name SDS Tu1 Vu2 Tu3 Vu3
(lbf) (lbf) (lbf) (lbf)1 LRF 12 2.50 335.11 206.25 399.13 51.562 LRF 23 2.30 404.12 276.00 450.99 69.003 LRF 30 2.00 330.86 300.00 467.75 75.00
4a LRF 45 1.60 106.83 264.00 442.69 66.004b LRF 50 1.70 143.21 318.75 464.69 79.695 LRF 75 1.40 2.65 336.00 441.22 84.006 ULT 13 1.50 274.14 303.75 452.06 75.947 ULT 300 1.60 478.47 312.00 362.09 78.008 ULT 400 1.60 454.08 384.00 445.64 96.00
9a ULT 500 1.50 365.01 416.25 462.91 104.069b ULT 17 1.70 381.87 382.50 455.09 95.63
10a ULT 600 1.40 278.64 441.00 466.01 110.2510b ULT 23 1.60 280.38 396.00 454.17 99.0011a ULT 700 1.20 153.74 450.00 413.24 112.5011b ULT 28 1.50 207.54 405.00 444.82 101.25Max Max 478.47 450.00 467.75 112.50
Case 3
Configuration Unit Demand Case 1 Case 2Name SDS Tu1 Vu2 Tu3 Vu3
(lbf) (lbf) (lbf) (lbf)1 LRF 12 1.70 367.77 233.75 441.03 58.442 LRF 23 1.40 381.60 280.00 430.95 70.003 LRF 30 1.20 298.29 300.00 437.13 75.00
4a LRF 45 1.00 89.97 275.00 441.47 68.754b LRF 50 1.00 102.23 312.50 419.47 78.135 LRF 75 0.90 -15.12 360.00 455.68 90.006 ULT 13 0.90 241.15 303.75 420.78 75.947 ULT 300 1.00 472.85 325.00 353.03 81.258 ULT 400 1.00 441.69 400.00 434.50 100.00
9a ULT 500 0.90 319.82 416.25 419.89 104.069b ULT 17 1.10 388.59 412.50 468.60 103.13
10a ULT 600 0.85 238.19 446.25 429.80 111.5610b ULT 23 1.00 259.96 412.50 442.36 103.1311a ULT 700 0.80 167.45 500.00 455.93 125.0011b ULT 28 0.90 163.77 405.00 402.84 101.25Max Max 472.85 500.00 468.60 125.00
Case 3
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
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Page:Project:Sub-Project I Pos. No.:Date:
10432Case 19/11/2012
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)
Effective embedment depth: hef = 2.000 in., hnom = 2.375 in.
Material: Carbon Steel
Evaluation Service Report:: ESR 1917
Issued I Valid: 5/1/2011 | 5/1/2013
Proof: design method ACI 318 / AC193
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.500 in.
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) yes (D.3.3.6)
Geometry [in.] & Loading [lb, in.lb]
Page 8.2
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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20432Case 19/11/2012
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 478 0 0 0
max. concrete compressive strain: - [‰]max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 0 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
3 Tension load
Load Nua [lb] Capacity ffffNn [lb] Utilization bbbbN = Nua/ffffNn Status
Steel Strength* 478 8029 6 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 478 469 102 not recommended
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR 1917f Nsteel ≥ Nua ACI 318-08 Eq. (D-1)
Variables
n Ase,N [in.2] futa [psi] 1 0.10 106000
Calculations
Nsa [lb] 10705
Results
Nsa [lb] fsteel f Nsa [lb] Nua [lb]
10705 0.750 8029 478
Page 8.3
OK for 2% Minor Overstress
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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30432Case 19/11/2012
3.2 Concrete Breakout Strength
Ncb = ( ANc
ANc0) yed,N yc,N ycp,N Nb ACI 318-08 Eq. (D-4)
f Ncb ≥ Nua ACI 318-08 Eq. (D-1)ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANc0 = 9 h2ef ACI 318-08 Eq. (D-6)
yec,N = (1
1 + 2 e'
N
3 hef) ≤ 1.0 ACI 318-08 Eq. (D-9)
yed,N = 0.7 + 0.3 ( ca,min
1.5hef) ≤ 1.0 ACI 318-08 Eq. (D-11)
ycp,N = MAX(ca,min
cac, 1.5hef
cac) ≤ 1.0 ACI 318-08 Eq. (D-13)
Nb = kc l √f'c h1.5ef ACI 318-08 Eq. (D-7)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] yc,N 2.000 0.000 0.000 ∞ 1.000
cac [in.] kc l f
'c [psi]
5.500 17 1 2500
Calculations
ANc [in.2] ANc0 [in.2] yec1,N yec2,N yed,N ycp,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
Ncb [lb] fconcrete fseismic
fnonductile
f Ncb [lb] Nua [lb]
2404 0.650 0.750 0.400 469 478
Page 8.4
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
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40432Case 19/11/2012
4 Shear load
Load Vua [lb] Capacity ffffVn [lb] Utilization bbbbV = Vua/ffffVn Status
Steel Strength* N/A N/A N/A N/A
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength* N/A N/A N/A N/A
Concrete edge failure in direction ** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (relevant anchors)
5 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading!
• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c).
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out-of-plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors (fnonductile) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of fnonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
Fastening does not meet the design criteria!
Page 8.5
OK for 2% Minor Overstress
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
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Page:Project:Sub-Project I Pos. No.:Date:
50432Case 19/11/2012
6 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2)Profile: - Installation torque: 480.001 in.lbHole diameter in the fixture: - Hole diameter in the base material: 0.500 in.Plate thickness (input): - Hole depth in the base material: 2.375 in.Recommended plate thickness: - Minimum thickness of the base material: 4.000 in.Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.Coordinates Anchor in.
Anchor x y c-x c+x
c-y
c+y
1 0.000 0.000 - - - -
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.
Page 8.6
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
10432Case 29/11/2012
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)
Effective embedment depth: hef = 2.000 in., hnom = 2.375 in.
Material: Carbon Steel
Evaluation Service Report:: ESR 1917
Issued I Valid: 5/1/2011 | 5/1/2013
Proof: design method ACI 318 / AC193
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.500 in.
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) yes (D.3.3.6)
Geometry [in.] & Loading [lb, in.lb]
Page 8.7
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
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Page:Project:Sub-Project I Pos. No.:Date:
20432Case 29/11/2012
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 0 500 0 500
max. concrete compressive strain: - [‰]max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 0 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
3 Tension load
Load Nua [lb] Capacity ffffNn [lb] Utilization bbbbN = Nua/ffffNn Status
Steel Strength* N/A N/A N/A N/A
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (anchors in tension)
Page 8.8
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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30432Case 29/11/2012
4 Shear load
Load Vua [lb] Capacity ffffVn [lb] Utilization bbbbV = Vua/ffffVn Status
Steel Strength* 500 3572 14 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 500 505 100 OK
Concrete edge failure in direction ** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
Vseis = ESR value refer to ICC-ES ESR 1917f Vsteel ≥ Vua ACI 318-08 Eq. (D-2)
Variables
n Ase,V [in.2] futa [psi] 1 0.10 106000
Calculations
Vsa [lb] 5495
Results
Vsa [lb] fsteel f Vsa [lb] Vua [lb]
5495 0.650 3572 500
4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0) yed,N yc,N ycp,N Nb] ACI 318-08 Eq. (D-30)
f Vcp ≥ Vua ACI 318-08 Eq. (D-2)ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANc0 = 9 h2ef ACI 318-08 Eq. (D-6)
yec,N = (1
1 + 2 e'
N
3 hef) ≤ 1.0 ACI 318-08 Eq. (D-9)
yed,N = 0.7 + 0.3 ( ca,min
1.5hef) ≤ 1.0 ACI 318-08 Eq. (D-11)
ycp,N = MAX(ca,min
cac, 1.5hef
cac) ≤ 1.0 ACI 318-08 Eq. (D-13)
Nb = kc l √f'c h1.5ef ACI 318-08 Eq. (D-7)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
1 2.000 0.000 0.000 ∞
yc,N cac [in.] kc l f
'c [psi]
1.000 5.500 17 1 2500
Calculations
ANc [in.2] ANc0 [in.2] yec1,N yec2,N yed,N ycp,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
Vcp [lb] fconcrete fseismic
fnonductile
f Vcp [lb] Vua [lb]
2404 0.700 0.750 0.400 505 500
Page 8.9
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Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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40432Case 29/11/2012
5 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading!
• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c).
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out-of-plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors (fnonductile) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of fnonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
Fastening meets the design criteria!
Page 8.10
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
50432Case 29/11/2012
6 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2)Profile: - Installation torque: 480.001 in.lbHole diameter in the fixture: - Hole diameter in the base material: 0.500 in.Plate thickness (input): - Hole depth in the base material: 2.375 in.Recommended plate thickness: - Minimum thickness of the base material: 4.000 in.Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.Coordinates Anchor in.
Anchor x y c-x c+x
c-y
c+y
1 0.000 0.000 - - - -
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.
Page 8.11
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
10432Case 39/11/2012
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)
Effective embedment depth: hef = 2.000 in., hnom = 2.375 in.
Material: Carbon Steel
Evaluation Service Report:: ESR 1917
Issued I Valid: 5/1/2011 | 5/1/2013
Proof: design method ACI 318 / AC193
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.500 in.
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) yes (D.3.3.6)
Geometry [in.] & Loading [lb, in.lb]
Page 8.12
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
20432Case 39/11/2012
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 469 103 0 103
max. concrete compressive strain: - [‰]max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 0 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
3 Tension load
Load Nua [lb] Capacity ffffNn [lb] Utilization bbbbN = Nua/ffffNn Status
Steel Strength* 469 8029 6 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 469 469 101 not recommended
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR 1917f Nsteel ≥ Nua ACI 318-08 Eq. (D-1)
Variables
n Ase,N [in.2] futa [psi] 1 0.10 106000
Calculations
Nsa [lb] 10705
Results
Nsa [lb] fsteel f Nsa [lb] Nua [lb]
10705 0.750 8029 469
Page 8.13
OK for 1% Minor Overstress
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
30432Case 39/11/2012
3.2 Concrete Breakout Strength
Ncb = ( ANc
ANc0) yed,N yc,N ycp,N Nb ACI 318-08 Eq. (D-4)
f Ncb ≥ Nua ACI 318-08 Eq. (D-1)ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANc0 = 9 h2ef ACI 318-08 Eq. (D-6)
yec,N = (1
1 + 2 e'
N
3 hef) ≤ 1.0 ACI 318-08 Eq. (D-9)
yed,N = 0.7 + 0.3 ( ca,min
1.5hef) ≤ 1.0 ACI 318-08 Eq. (D-11)
ycp,N = MAX(ca,min
cac, 1.5hef
cac) ≤ 1.0 ACI 318-08 Eq. (D-13)
Nb = kc l √f'c h1.5ef ACI 318-08 Eq. (D-7)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] yc,N 2.000 0.000 0.000 ∞ 1.000
cac [in.] kc l f
'c [psi]
5.500 17 1 2500
Calculations
ANc [in.2] ANc0 [in.2] yec1,N yec2,N yed,N ycp,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
Ncb [lb] fconcrete fseismic
fnonductile
f Ncb [lb] Nua [lb]
2404 0.650 0.750 0.400 469 469
Page 8.14
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
40432Case 39/11/2012
4 Shear load
Load Vua [lb] Capacity ffffVn [lb] Utilization bbbbV = Vua/ffffVn Status
Steel Strength* 103 3572 3 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 103 505 21 OK
Concrete edge failure in direction ** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
Vseis = ESR value refer to ICC-ES ESR 1917f Vsteel ≥ Vua ACI 318-08 Eq. (D-2)
Variables
n Ase,V [in.2] futa [psi] 1 0.10 106000
Calculations
Vsa [lb] 5495
Results
Vsa [lb] fsteel f Vsa [lb] Vua [lb]
5495 0.650 3572 103
4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0) yed,N yc,N ycp,N Nb] ACI 318-08 Eq. (D-30)
f Vcp ≥ Vua ACI 318-08 Eq. (D-2)ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANc0 = 9 h2ef ACI 318-08 Eq. (D-6)
yec,N = (1
1 + 2 e'
N
3 hef) ≤ 1.0 ACI 318-08 Eq. (D-9)
yed,N = 0.7 + 0.3 ( ca,min
1.5hef) ≤ 1.0 ACI 318-08 Eq. (D-11)
ycp,N = MAX(ca,min
cac, 1.5hef
cac) ≤ 1.0 ACI 318-08 Eq. (D-13)
Nb = kc l √f'c h1.5ef ACI 318-08 Eq. (D-7)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
1 2.000 0.000 0.000 ∞
yc,N cac [in.] kc l f
'c [psi]
1.000 5.500 17 1 2500
Calculations
ANc [in.2] ANc0 [in.2] yec1,N yec2,N yed,N ycp,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404
Results
Vcp [lb] fconcrete fseismic
fnonductile
f Vcp [lb] Vua [lb]
2404 0.700 0.750 0.400 505 103
Page 8.15
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
50432Case 39/11/2012
5 Combined tension and shear loads
bN bV z Utilization bN,V [%] Status
1.000 0.204 1.000 101 not recommended
bNV = (bN + bV) / 1.2 <= 1
6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading!
• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c).
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out-of-plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors (fnonductile) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of fnonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
Fastening does not meet the design criteria!
Page 8.16
OK for 1% Minor Overstress
OK for 1% Minor Overstress
www.hilti.us Profis Anchor 2.3.0
Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:Specifier:Address:Phone I Fax:E-Mail:
|
Page:Project:Sub-Project I Pos. No.:Date:
60432Case 39/11/2012
7 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (2)Profile: - Installation torque: 480.001 in.lbHole diameter in the fixture: - Hole diameter in the base material: 0.500 in.Plate thickness (input): - Hole depth in the base material: 2.375 in.Recommended plate thickness: - Minimum thickness of the base material: 4.000 in.Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.Coordinates Anchor in.
Anchor x y c-x c+x
c-y
c+y
1 0.000 0.000 - - - -
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.
Page 8.17
Equipment Seismic Anchorage – ThermoFisher Scientific Freezers Page 9
2012-0432-DC-001, revision 0 9/12/2012
Appendix A. Cut Sheets of ThermoFisher Scientific Freezers
73.60
O.D. O
F SHELL
HOUSING, A
ND
CASTE
RS
1869.4
56.37
O.D. O
FEXTE
RIOR SHELL
1431.8
2.63
CASTE
R66.8
24.00
O.D. O
F EXTE
RIOR SHELL
609.6
14.60
370.8
52.37
I.D. O
F INTE
RIOR
1330.2
51.81
CLE
AR DOOR
OPENING
1316.0
5.00
127.0
20.00
508.0
2.00
WALL
THICKNESS (T
YP.)
50.8
1" ACCESS PORT
ON REAR W
ALL
5 SHELV
ES
1.31
GLA
SS DOOR
THICKNESS
33.3
1.875
DOOR HANDLE
47.63
27.25
692.2
.50
GASKET
THICKNESS
12.7
23.75
603.3
29.44
747.8
27.56
700.0
2.00
50.8
29.25
743.0
43.37
1101.6
CONDENSATE
SUMP
BREAKER STR
IP
CASTE
RS (4)
BOTT
LES W
/BRACKETS
FOR TEMPERATU
RE
PROBEELE
CTR
ICAL
PLU
G CONNECTION
.281
7.14
20.00
I.D. O
F INTE
RIORS
508.0
21.75
552.5
2.313
58.75
19.44
CLE
AR DOOR
OPENING
493.8
TOP VIEW SHOWN LESS DOOR FOR
CLA
RIFICATION TO ILLU
STR
ATE
INTE
RIOR DIMENSIONS
23.13
587.590
°
NOTE
S: I.D. = IN
NER DIMENSION
1.O.D. = OUTE
R DIMENSION
2.DUAL DIMENSION IN
CH OVER MM
3.
-60816
10-18-2011
INITIAL R
ELEA
SERE
VEC
N#DA
TEDE
SCRIPT
ION
REVISION
S
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 3 O
F 3
DWG. N
O.
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
3rd ANGLE
PROJECTION
322350
1204 +4C
LABORATORY REFRIGERATOR
GLASS DOOR
Paga A1
14.60
HOUSING
370.8
79.23
O.D. O
F SHELL
HOUSING, A
ND
CASTE
RS
2012.4
62.00
O.D. O
FEXTE
RIOR SHELL
1574.8
2.63
CASTE
R66.8
28.00
O.D. O
F EXTE
RIOR SHELL
711.2
20.00
508.0
5.00
127.0
2.00
WALL
THICKNESS (T
YP)
50.8
57.44
CLE
AR DOOR
OPENNING
1459.0
58.00
I.D. O
FINTE
RIOR
1473.2
1" ACCESS PORT
ON REAR W
ALL
4 SHELV
ES
1.31
GLA
SS DOOR
THICKNESS
33.3
1.875
DOOR HANDLE
47.63
34.00
863.6
.75
GASKET
THICKNESS
19.1
30.50
774.7
36.44
925.4
34.56
877.8
2.00
50.8
36.40
924.6
47.28
1200.9
CONDENSATE
SUMP
BREAKER STR
IP
CASTE
RS (4)
ELE
CTR
ICAL
PLU
G CONNECTION
BOTT
LES W
/BRACKETS
FOR TEMPERATU
RE
PROBE
23.44
CLE
AR DOOR
OPENNING
595.4
2.313
58.75
.281
7.14
24.00
I.D. O
F INTE
RIOR
609.6
29.00
736.6
TOP VIEW SHOWN LESS
DOOR FOR CLA
RIFICATIONTO
ILLU
STR
ATE
INTE
RIOR DIMENSIONS
27.15
689.6
90°
NOTE
S: I.D. = IN
NER DIMENSION
1.O.D. = OUTE
R DIMENSION
2.DUAL DIMENSION IN
CH OVER MM
3.
-60816
10-18-2011
INITIAL R
ELEA
SERE
VEC
N#DA
TEDE
SCRIPT
ION
REVISION
S
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 2 O
F 2
DWG. N
O.
3rd ANGLE
PROJECTION
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
322351
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE 2304 +4C
LABORATORY REFRIGERATOR
GLASS DOOR
SIZE
SHEET 2 O
F 2
DWG. N
O.
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
Paga A2
79.23
O.D. O
F SHELL
HOUSING, A
ND
CASTE
RS
2012.4
62.00
O.D. O
FEXTE
RIOR SHELL
1574.8
2.63
CASTE
RS
66.8
34.00
O.D. O
F EXTE
RIOR SHELL
863.6
14.60
370.9
5.00
127.0
20.00
508.0
58.00
I.D. O
F INTE
RIOR
1473.2
57.44
CLE
AR DOOR
OPENING
1459.0
2.00
WALL
THICKNESS (T
YP.)
50.8
1" ACCESS PORT
ON REAR W
ALL
4 SHE
LVES
1.31
GLA
SS DOOR
THICKNESS
33.3
1.875
DOOR HANDLE
47.63
34.00
863.6
.75
GASKET
THICKNESS
19.1
30.50
774.7
34.56
877.8
36.44
925.6
2.00
50.8
36.00
914.4
47.28
1200.9
BREAKER STR
IP
CASTE
RS (4)
ELE
CTR
ICAL
PLU
G CONNECTION
CONDENSATE
SUMP
BOTT
LES W
/BRACKETS
FOR TEMPERATU
RE
PROBE
29.438
CLE
AR DOOR
OPENING
747.73
29.00
736.6
2.313
58.75
.281
7.14
30.00
I.D. O
F INTE
RIOR
762.0
33.21
843.590
°
TOP VIEW SHOWN LESS DOOR FOR
CLA
RIFICATION TO ILLU
STR
ATE
INTE
RIOR
DIMENSIONS
NOTE
S: I.D. = IN
NER DIMENSION
1.O.D. = OUTE
R DIMENSION
2.DUAL DIMENSION IN
CH OVER MM
3.
-60816
10-18-2011
INITIAL R
ELEA
SERE
VEC
N#DA
TEDE
SCRIPT
ION
REVISION
S
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 2 O
F 2
DWG. N
O.
3rd ANGLE
PROJECTION
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
322352
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 2 O
F 2
DWG. N
O.
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
3004 +4C
LABORATORY REFRIGERATOR
GLASS DOOR
Paga A3
56.50
O.D. O
F EXTE
RIOR SHELL
14.50
HOUSING
52.50
I.D. O
F INTE
RIOR
58.00
I.D.
OF
INTE
RIOR
62.00
O.D.
OF
EXTE
RIOR SHELL 79
.13
2.00 W
ALL
THICKNESS
(TYP)
2.63 CASTE
RS
20.00
5.00
GLA
SS
SLIDING
DOOR
DOOR LOCK
LOCATION
OPTIONAL
RECORDER
1" ACCESS PORT
ON REAR W
ALL
30.50
.187
DOOR FRAME
THICKNESS
34.50
33.50
CONDENSATE
SUMP,
HOT GAS SYSTE
MLO
CATE
D W
ITHIN UNIT
COMPARTM
ENT
CASTE
RS (4)
D57233
2009-11-10
REDR
AWN FR
OM CUR
RENT
SPE
CS.
REV
ECN#
DATE
DESC
RIPT
ION
REVISION
S
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 1 O
F 1
DWG. N
O.
3rd ANGLE
PROJECTION
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
34603I0
1
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
45' SLIDING DOOR GENERAL
SIZE
SHEET 1 O
F 1
DWG. N
O.
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
PURPOSE REFRIGERATOR, +04C
Paga A4
14.60
HOUSING
370.9
58.00
I.D. O
F INTE
RIOR
1473.2
62.00
O.D. O
FEXTE
RIOR SHELL
1574.8
79.23
O.D. O
F SHELL
HOUSING, A
ND
CASTE
RS
2012.4
56.50
O.D. O
F EXTE
RIOR SHELL
1435.1
2.63
66.82.00
WALL
THICKNESS (T
YP)
50.8
57.44
CLE
AR DOOR
OPENING
1459.0
5.00
127.0
20.00
508.0
1" ACCESS PORT
ON REAR W
ALL
8 SHELV
ES
52.50
I.D. O
F INTE
RIOR
1333.5
29.00
736.6
23.69
CLE
AR DOOR
OPENING
601.7
24.25
616.0
.281
7.14
2.313
58.75
26.00
660.4
2.673
67.89
34.00
863.6
.75
GASKET
THICKNESS
19.11.31
GLA
SS DOOR
THICKNESS
33.3
1.875
DOOR HANDLE
47.63
30.50
774.7
36.44
925.6
36.00
914.4
47.28
1200.9
BREAKER STR
IPS
CASTE
RS (4)
BOTT
LES W
/BRACKETS
FOR TEMPERATU
RE
PROBE
ELE
CTR
ICAL
PLU
G CONNECTION
2X27.73
704.2
90°
90°
TOP VIEW SHOWN LESS DOOR FOR
CLA
RIFICATION TO ILLU
STR
ATE
INTE
RIOR DIMENSIONS
CONDENSATE
SUMP
NOTE
S: I.D. = IN
NEER DIMENSION
1.O.D. = OUTE
R DIMENSION
2.DUAL DIMENSION IS
INCH OVER MM
3.
-60816
10-18-2011
INITIAL R
ELEA
SERE
VEC
N#DA
TEDE
SCRIPT
ION
REVISION
S
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 2 O
F 2
DWG. N
O.
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
3rd ANGLE
PROJECTION
322353
5004 +4C
LABORATORY REFRIGERATOR
GLASS DOOR
Paga A5
29.00
I.D.
736.6
2.313
58.75
24.33
TYP.
618.0
4.00
TYP.
101.6
23.771
CLE
AR DOOR
OPENING TYP.
603.78
2.50
63.5
24.33
618.0
.281
TYP.
7.14
26.00
660.4
90°
90°
90°
85.00
O.D. O
F EXTE
RIOR
2159.0
20.00
508.0
5.00
127.0
57.44
CLE
AR DOOR
OPENING
1459.0
58.00
I.D. O
F INTE
RIOR
1473.2
62.00
O.D OF
EXTR
IOR SHELL
1574.8
2.00
WALL
THICKNESS
TYP.
50.8
2.63
CASTE
RS
66.8
79.23
O.D. O
F SHELL
HOUSING, A
ND
CASTE
RS
2012.4
3X 27.44
697.0
34.50
876.3
30.50
774.7
.75
GASKET
THICKNESS
19.1
1.31
GLA
SS DOOR
THICKNESS
33.3
47.28
1200.9
2.00
50.8
36.40
924.6
34.00
863.6
14.60
HOUSING
370.8
1.88
DOOR HANDLE
47.6
81.00
I.D. O
F INTE
RIOR
2057.4
BREAKER STR
IP
TOP VIEW SHOWN LESS DOOR
FOR CLA
RIFICATION TO
ILLU
STR
ATE
INTE
RIOR DIMENSIONS
CONDENSATE
SUMP
CASTE
RS(4)
1"ACCESS PORT
ON REAR W
ALL
12 SHELV
ES
ELE
CTR
ICAL
PLU
G CONNECTION
BOTT
LES W
/BRACKETS
FOR TEMPERATU
RE
PROBE
BREAKER STR
IP2.313
W/CORNER
TRIM-2.45
NOTE
S: I.D. = IN
NER DIMENSION
1.O.D. = OUTE
R DIMENSION
2.DUAL DIMENSION IS
INCH OVER MM
3.
-60816
10-18-2011
INITIAL R
ELEA
SERE
VEC
N #
DAT
E DES
CRIPTION
REVISION
S
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 3 O
F 3
DWG. N
O.
3rd ANGLE
PROJECTION
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
322354
AB
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
SIZE
SHEET 3 O
F 3
DWG. N
O.
B1
2So
lidWo
rks 20
07-10
-25CDE
F E D C B A
F
34
56
78
998
76
54
32
1
7504 +4C
LABORATORY REFRIGERATOR
GLASS DOOR
Paga A6
----
----
----
----
DRAW
ING
NUMB
ER:
DESC
RIPT
ION
OF R
EVISI
ONCA
DBY
REV
ECNN
O.
DATE
69.98
0 [1
777.4
9]
RELE
ASED
FOR
PRO
DUCT
ION
DOOR
OPE
N @
180 0
TFI
TFI
o FR
-2202
06
/1111
5.086
23
.078
I--
5.086
[1
29.18
] [58
6.18]
I·
[129.1
8]-.
--c--
•,--
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1
1 1
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640.4
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90"
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32.85
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4.39]
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7.91]
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..........
///
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.. _--
[492
.13]
9.750
[24
7.65]
10.46
0 [26
5.68]
10.46
0 [26
5.68]
10.46
0 [26
5.68]
(/) 1.0
0 ACC
ESS
PORT
[25
.40]
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SYST
EM C
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.200
[259.0
8](A
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POW
ER IN
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21.34
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33.25
0 [84
4.55]
3.050
[7
7.47
]
LOCA
TION
OF
CON
OPTIO
NAL
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T RE
CORD
ER
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----
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I I
1
51.50
0 60
.000
[130
8.1 0]
[15
24]
L _
__
__
__
__
__
__
__
__
15.00
0 [3
81]
77.88
0 [1
978.1
5]
THIS
DO
CU
MEN
T C
ON
TAIN
S PR
OPR
IETA
RY
MODE
UPAR
TNAM
E: 13
CU
FT,-8
Soe
UPRI
GHT
FREE
ZERS
BACK
IN
FORM
ATIO
N AN
D SU
CH IN
FORM
ATIO
N IS
NOT
BE
DIS
CLOS
ED T
O OT
HERS
FOR
ANY
PUR
POSE
NOR
OWG
TITLE:
Gt
:NER
AL D
IMEN
SION
DRAW
ING
ULT
USED
FOR
MAN
UFAC
TURI
NG P
URPO
SES
WIT
HOUT
SC
ALE:
N/A
WRl
nEN
PERM
ISSIO
N FR
OM TH
ERMO
FISH
ER S
CIEN
TIFIC
OW
N: TF
I
MATE
RIAl:
N/A
PAINT
COlOR
: N/
ATh
enno
Fish
er
NOTE
: DUA
L DI
MENS
ION
IS IN
CH O
VER
METR
IC.
DRAW
ING
NUMB
ERS
CIE
NT
IFIC
OL
ERAN
CE U
NLES
S OT
HERW
ISE SP
ECIFI
ED
SIZE
ANGL
ES:
DECI
MAL:
.XX=±
.06
8920
-00-1
BBO
X 64
9. M
ARIE
nA, O
HIO
4575
0 .
XXX=
±.030
Paga A7
57.6
1463.2
18.2
463.4
23.0
584.1
19.9
504.5
3.1
77.5
1.0
24.5
2.1
52.6
78.0
1981.3
17.2
SHELF W
IDTH
436.3
51.2
1301.1
FRONT
USER IN
TERFA
CE
35.9
911.2
36.2
919.2
1.4
36.1
10.3
262.1
10.3
262.1
9.9
251.2
10.3
262.1
2.9
74.8
27.0
SHELF DEPTH
686.6
10.4
263.8
2.6
66.3
4X ADJU
STA
BLE
SHELV
ES
(3X SHELV
ES OPTIONAL)
49.2
1248.8
11.5
292.1
25.1
638.0
FLOOR REFE
RENCE
SERIAL
COMMUNICATION
POWER PLU
G
BACK
REMOTE
ALA
RM
CONTA
CT
POWER SWITCH
1.0[25.4]
ACCESS PORTS
.3 8.0
27.0
686.1
37.6
955.4
31.7
806.3
51.1
DOOR OPEN @
180
1299.0
2.6
66.3
2.6
66.3
58.6
DOOR OPEN @
901489.2
17.8
TANK W
IDTH
451.4
28.3
718.8
SYMBOLS
, DESIGNATIONS AND
1.GENERAL DRAWING METH
ODS
ENGWI002
ALL COMPONENTS
SHOULD
BE
2.RoH
S COMPLIANT
BASIC DIMENSION TOLE
RANCE
3.UNLE
SS OTH
ERWISE SPECIFIED:
.X = 0.100"
DUAL DIMENSION IS
INCH OVER
4.METR
IC.
-60347
2011-06-30
NEW REL
EASE
REV.
ECN #
DATE
DESC
RIPT
ION
REVISION
S
1211
10
J I H G AB
300
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
FREEZER UNIT
SIZE
SHEET 1 O
F 1
DWG. N
O.
3rd ANGLE
PROJECTION
D1
2So
lidWo
rks 20
07-10
-25CDEF
34
56
78
9
KLM
1314
1516
1718
19
M L K F E D C B AGHIJ
1918
1716
1514
139
87
65
43
21
1011
12
ULT
315100G01
Paga A8
19.9
504.8
18.2
463.4
57.6
1463.2
3.0
77.2
28.3
720.0
1.0
24.5
78.0
1981.3
2.1
52.6
22.5
SHELF W
IDTH
572.1
51.2
1301.1
FRONT
FOR GRILLE
SEE
DETA
IL VIEW
USER IN
TERFA
CE
WHITE BOARD
1.4
36.1
35.9
911.0
36.2
919.3
10.3
262.1
10.3
262.1
9.9
251.2
10.3
262.1
2.9
74.8
27.0
SHELF DEPTH
686.6
2.6
66.3
10.4
263.8
4X ADJU
STA
BLE
SHELV
ES
(3X SHELV
ES OPTIONAL)
49.2
1250.8
11.5
292.1
25.0
636.0
FLOOR REFE
RENCE
SERIAL
COMMUNICATION
POWER PLU
GBACK
REMOTE
ALA
RM
CONTA
CT
POWER SWITCH
1.0
[25
.4]
AC
CE
SS
PO
RT
S
.3 8.2
37.6
955.4
32.4
821.9
31.7
806.3 61.8
DOOR OPEN @
180
1570.6
2.6
66.3
64.0
DOOR OPEN @
901626.2
28.3
718.8
2.6
66.3
23.1
TANK W
IDTH
587.4
OPTIONAL CHART RECORDER
SYMBOLS
, DESIGNATIONS AND
1.GENERAL DRAWING METH
ODS
ENGWI002
ALL COMPONENTS
SHOULD
BE
2.RoH
S COMPLIANT
BASIC DIMENSION TOLE
RANCE
3.UNLE
SS OTH
ERWISE SPECIFIED:
.X = 0.100"
DUAL DIMENSION IS
INCH OVER
4.METR
IC.
DETAIL VIEW OF GRILLE
-60347
2011-06-30
NEW REL
EASE
REV.
ECN #
DATE
DESC
RIPT
ION
REVISION
S
1211
10
J I H G AB
400
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
FREEZER UNIT
SIZE
SHEET 1 O
F 1
DWG. N
O.
3rd ANGLE
PROJECTION
D1
2So
lidWo
rks 20
07-10
-25CDEF
34
56
78
9
KLM
1314
1516
1718
19
M L K F E D C B AGHIJ
1918
1716
1514
139
87
65
43
21
1011
12
ULT
315100G02
Paga A9
1.4
36.1
35.9
911.2
36.2
919.3
2.6
66.3
2.9
74.8
27.0
SHELF DEPTH
686.6
9.9
251.2
10.3
262.1
10.3
262.1
10.3
262.1
10.4
263.8
4X ADJU
STA
BLE
SHELV
ES
(3X SHELV
ES
OPTIONAL)
49.2
1250.8
25.0
636.0
11.5
292.1
1.0[25.4]
ACCESS PORTS
REMOTE
ALA
RM
CONTA
CTS
SERIAL
COMMUNICATION
POWER SWITCH
POWER PLU
G
2.1
52.6
18.2
463.4
57.6
1463.0
34.0
862.8
3.0
77.2
19.9
504.6
1.0
24.5
28.2
SHELF W
IDTH
715.0
51.2
1301.2
78.0
1981.3
FRONT
USER IN
TERFA
CE
WHITE BOARD
FOR GRILLE
SEE DETA
IL VIEW
.3 8.1
38.0
964.8
37.6
955.4
31.8
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180
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66.3
2.6
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IDTH
730.9
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901769.1
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IL VIEW
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ODS
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SHOULD
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S COMPLIANT
3. BASIC DIMENSION TOLE
RANCE
UNLE
SS OTH
ERWISE SPECIFIED:
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= 0.100"
4. DUAL DIMENSION IS
INCH OVER
METR
IC.
-60347
2011-06-30
NEW REL
EASE
REV.
ECN #
DATE
DESC
RIPT
ION
REVISION
S
1211
10
J I H G AB
500
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
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ER SCIEN
TIFIC. IT IS
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UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
FREEZER UNIT
SIZE
SHEET 1 O
F 1
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O.
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2So
lidWo
rks 20
07-10
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78
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1516
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0 .XX
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30
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57.6
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19.9
504.6
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77.2
39.6
1005.7
1.0
24.5
2.1
52.678
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33.8
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IDTH
857.9
51.2
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IL VIEW
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43.6
1107.7
37.6
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1.4
36.1
36.2
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35.9
911.2
2.9
74.8
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686.6
2.9
73.9
9.9
251.2
10.3
262.1
10.3
262.1
10.3
262.1
10.4
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ES
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25.0
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49.2
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292.9
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G
POWER SWITCH
SERIAL
COMMUNICATION
REMOTE
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RM
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CTS
BACK
31.8
808.1
84.3
DOOR OPEN @
180
2142.1
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66.3
2.6
66.3
34.4
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IDTH
874.5
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718.8
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IL VIEW
SYMBOLS
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1.AND GENERAL DRAWING
METH
ODS ENGWI002
ALL COMPONENTS
SHOULD
2.BE RoH
S COMPLIANT
DUAL DIMENSION IS
INCH
3.OVER METR
ICBASIC DIMENSION
4.TO
LERANCE UNLE
SS
OTH
ERWISE SPECIFIED:
.X = .100"
-60347
2011-06-30
NEW REL
EASE
REV
ECN#
DATE
DESC
RIPT
ION
REVISION
S
1211
10
J I H G AB
600
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
FREEZER UNIT
SIZE
SHEET 1 O
F 1
DWG. N
O.
3rd ANGLE
PROJECTION
D1
2So
lidWo
rks 20
07-10
-25CDEF
34
56
78
9
KLM
1314
1516
1718
19
M L K F E D C B AGHIJ
1918
1716
1514
139
87
65
43
21
1011
12
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315100G0
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78.15
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TITLE
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ED F
OR M
ANUF
ACTU
RING
PUR
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RIET
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A TO
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ER
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36.1
35.9
911.2
36.2
919.2
2.9
74.8
27.0
SHELF DEPTH
686.6
2.6
66.3
9.9
251.2
10.3
262.1
10.3
262.1
10.3
262.1
10.4
263.8
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STA
BLE
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ES
(3 SHELV
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25.0
636.0
49.2
1250.8
11.5
292.9
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RM
CONTA
CTS
POWER PLU
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POWER
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1148.6
1.0
24.5
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77.2
19.9
505.0
18.2
463.4
2.1
52.6
57.6
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2.6
66.3
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1301.1
39.4
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IDTH
1000.8
78.0
1981.3
FOR GRILLE
SEE DETA
IL VIEW
USER IN
TERFA
CE
WHITE BOARD
31.8
808.1
95.6
DOOR OPEN @
180
2427.9
2.6
65.6
2.6
65.6
40.0
TANK W
IDTH
1016.0
80.9
DOOR OPEN @
90
2054.8
28.3
718.8
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49.2
1250.6
37.6
955.4
OPTIONAL CHART
RECORDER
BACK
1.SYMBOLS
, DESIGNATIONS AND
GENERAL DRAWING METH
ODS
ENGWI002
2. ALL COMPONENTS
SHOULD
BE
RoH
S COMPLIANT
3. BASIC DIMENSION TOLE
RANCE
UNLE
SS OTH
ERWISE SPECIFIED:
.X=
0.100"
4. D
UAL DIMENSION IS
INCH OVER
METR
IC.
GRILLE
DETA
IL VIEW
FLOOR REFE
RENCE
-60347
2011-06-30
NEW REL
EASE
REV.
ECN #
DATE
DESC
RIPT
ION
REVISION
S
1211
10
J I H G AB
700
THE INFO
RMAT
ION CO
NTAINE
D HE
REIN IS
TH
E PR
OPRIET
ARY DA
TA OF TH
ERMO
FISH
ER SCIEN
TIFIC. IT IS
NOT
TO BE
RE
PROD
UCED
OR DISC
LOSE
D IN W
HOLE
OR
IN PAR
T WITHO
UT PRIOR
WRITT
EN
CONS
ENT OF
THE
RMO FISH
ER SCIEN
TIFIC.
DO NOT
SCA
LE THIS DR
AWING.
275 AIKEN ROAD
ASHEVILLE
, NC 28804
TITLE
FREEZER UNIT
SIZE
SHEET 1 O
F 1
DWG. N
O.
3rd ANGLE
PROJECTION
D1
2So
lidWo
rks 20
07-10
-25CDEF
34
56
78
9
KLM
1314
1516
1718
19
M L K F E D C B AGHIJ
1918
1716
1514
139
87
65
43
21
1011
12
ULT
315100G0
5
Paga A14
DRAW
lNG N
UMBE
R: 89
30.00
-1
5.086
[1
29.18
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84.08
5
96,98
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463.
29]
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OPE
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180"
36
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8] I
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& SW
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BACK
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: DUA
L DI
MENS
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IS IN
CH O
VER
METR
IC.
REV
ECN
NO.
DATE
BY
CA
D AP
PD
DESC
RIPT
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OF R
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06
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TF
I TF
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OR P
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1.830
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38.85
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9]
37.02
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[940.3
1 ]
27.00
0
9.750
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47.6
5]
10.46
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65.6
8]
[685
.80]
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CUM
ENT
CO
NTA
INS
PRO
PRIE
TAR
Y MO
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ART N
AME:
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PRIG
HT FR
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RS
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AND
SUCH
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BE D
ISCL
OSED
TO
OTHE
RS F
OR A
NY P
URPO
SE N
OR D
WGTIT
LE:
USED
FOR
MAN
UFAC
TURI
NG P
URPO
SES
WIT
HOUT
W
RITIE
N PE
RMISS
ION F
ROM
THER
MO FI
SHER
SCIE
NTIFI
C OW
N: TF
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ALE:
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MATE
RIAL:
NIA
TheI
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ishe
r PA
INT CO
lOR:
NIA
SC
IEN
TIF
IC
OlER
ANCE
UNL
ESS
OTHE
RWise
SPE
CIFIE
D DR
AWIN
G NU
MBER
SIZ
E
BOX
649,
MARI
ETIA
, OHI
O 45
750
ANGlE
S: DE
CIMA
L: .XX
=±.06
89
30-00
-1.xX
X=±.0
30
B
...---
Paga A15