Specifications i 3 220 Svf >��It 61172,0101 bb2.98
Da Design Group OC' 2 S
STRUCTURAL CALCULATIONS
for
clyH
Tigard, OR
TIGARD (AGIHZ) STYRENE (CYSTY)
Issued for Construction - REV 1
BWDG Project No. 1900499
October 25, 2019
I hereby certify that these calculations were performed by me or under my
direct supervision and that I am a duly Registered Professional Engineer
under the laws of the State of Oregon. Review of this project is limited to
information in these details and calculations only. These details and
calculations are for the project and site referenced above, and do not
apply to other similar configurations at this or at a different site. No
responsibility and/or liability is assumed by, or is to be assigned to, the
engineer for those items beyond those shown on these details and
calculations.
Matthew A. Bullard, P.E.
79434PE
OREGON1p 2
1} EMBER9 �\ -
y04i A. �°
EXPIRES: 12/:','/M
BW DESIGN GROUP
4000 Kruse Way Place
Lake Oswego, OR 97035
•
Project:Cyclyx Equipment Anchorage Job Ref.1900499
111111
Design Group
Facility Solutions 13120 SW Wall St,Tigard,OR 97223 Sheet no./rev.
4000 Kruse Place Bldg.3,Suite 255,Lake
Oswego,OR 97035 Calc.by Date Chk'd by Date App'd by Date
MAB 10/17/2019 KW 10/17/19
TABLE OF CONTENTS
TABLE OF CONTENTS 1
Section 1: Objectives&Description 2
Section 2: Design criteria 2
2.1. Codes and Standards 2
2.2. Geotechnical Engineering Report 2
Section 3: References 3
3.1. Project Location 3
3.2. Risk Category 3
Section 4: Loads and load combinations 4
4.1. Loads 4
4.1.1. Dead Load 4
4.1.2. Live Load 4
4.1.3. Snow Load N/A 4
4.1.4. Seismic Load 5
4.1.1. Wind Load N/A 6
4.2. Load Combinations 6
4.2.1. ASD 6
4.2.2. LRFD 6
Project:Cyclyx Equipment Anchorage Job Ref.1900499 2
[xi Design Group
Facility Solutions 13120 SW Wall St,Tigard,OR 97223 Sheet no./rev.
4000 Kruse Place Bldg.3,Suite 255,Lake
Oswego,OR 97035 Calc.by Date Chk'd by Date App'd by Date
MAB 10/17/2019 KW 10/17/19
SECTION 1: OBJECTIVES & DESCRIPTION
The objective of the calculation is to design anchorage for new mechanical equipment. Design criteria and loads are calculated
and referenced within the body of this calculation,and formatted to input into the design software utilized.
The equipment is located within the Cyclyx building. No wind or snow loads will affect the equipment.
SECTION 2: DESIGN CRITERIA
2.1. Codes and Standards
2.1.1. Building Code
2014 Oregon Structural Specialty Code(This 2014 Oregon Structural Specialty Code contains substantial
copyrighted material from the 2012 International Building Code,Third Printing,which is a copyrighted work owned
by the International Code Council, Inc.)
http://ecodes.biz/ecodes support/free resources/Oregon/14 Structural/14 ORStructural main.html
2.1.2. ASCE 7
ASCE/SEI 7-10,American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures,
2013,Third Printing
2.1.3. ACI 318
Building Code Requirements for Structural Concrete(ACI 318-11)and Commentary(ACI 318R-11)
2.1.4. AISC
AISC Steel Construction Manual, 14th Edition (ANSI/AISC 360-10), 3rd Printing
2.2. Geotechnical Engineering Report
2.2.1. Geotechnical Engineering Report
N/A
C '[
Project:Cyclyx Equipment Anchorage Job Ref.,,,1/10:0e0499 3
Design Group
Ddirs Facility Solutions 13120 SW Wall St,Tigard,OR 97223 Sheet nov.
4000 Kruse Place Bldg.3,Suite 255,Lake
Oswego,OR 97035 Calc.by Date Chk'd by Date App'd by Date
MAB 10/17/2019 KW 10/17/19
SECTION 3: REFERENCES
3.1. Project Location
13120 SW Wall St,Tigard, OR 97223
Latitude:45.42432°; Longitude: -122.76115°
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3.2. Risk Category
Risk Category per IBC Table 1604.5 is II.
Project:Cyclyx Equipment Anchorage Job Ref.1900499 4
DaDesign Group
Facility Solutions 13120 SW Wall St,Tigard,OR 97223 Sheet no./rev.
4000 Kruse Place Bldg.3,Suite 255,Lake
Oswego,OR 97035 Calc.by Date Chk'd by Date App'd by Date
MAB 10/17/2019 KW 10/17/19
SECTION 4: LOADS AND LOAD COMBINATIONS
4.1. Loads
4.1.1. Dead Load
Roof N/A
4.1.2. Live Load
Roof N/A
Ground N/A
4.1.3. Snow Load N/A
Project:Cyclyx Equipment Anchorage Job Ref.1900499 5
ryT, Design Group
isail Facility Solutions 13120 SW Wall St,Tigard,OR 97223 Sheet no./rev.
4000 Kruse Place Bldg.3,Suite 255,Lake
Oswego,OR 97035 Calc.by Date Chk'd by Date App'd by Date
MAB 10/17/2019 KW 10/17/19
4.1.4. Seismic Load
S Scis,ovc Des.or Mope
OSHPD
Agilyx Facility
13240 SW Wall St, Tigard, OR 97223, USA
Latitude, Lc ngitude; 45.4241B8, -122,7613144
•
. C•ec.9.: P •i•
rtera
17;0 qlevat,:L.ALi
Date DiEn2r. 9,113:30.29 AM
Design cede Rtilerenor Document AL.i1O
awls CalkestoryII
ane to
Teue Value Dgrfolteitilliatt
8*" 0 an MCI*ground mel, 'Ior 0.2 veoand permoj
8.422 PACFR Etiviind mttlogril 04,r 1 Oft,
SW% lag saA4nocitiedspeIrI aoccierallon vakke
Eta i 0.009 Ste modified spectral 3mi:iamb:o value
Ste 0.72 Numeric eireniakthystin*atm el 9.2 second SA
Sulc 4e1 riumeen warms design value al 1.0 second Se,
*type Value Description
50C D Seisanic tieeln category
1.111 Sala ampthortion tooter al 0 2 eend
1A3741 Site arnutfrotun rector si 1 0 second
PGA 0,4r5 fAct,,peak atom-4 acceleration
fsoe 1179 %OH artmk7Ekieon rOduf PDS
PDAN 0497 Ste noilOtve peek Tre..nti Semi'
Iti Li:veil:id lomat on perioel Ift$itCheigt1
541197 0,972 PanWibitarip re04Anspit4 gime*trolAttn 0,2 votAKKii
SvUti 1,0191 F, q4imIlivereineaine probebifily al excite:eine*et 59 yulteJ0 PptaM4Aflaishpaliott
Soo 2_299 Fadereil d.etam,ilktACIDaketactiron oadt.i .19.2 somata!
EIRT 11422 Ftrababibilie ricletarasted growl mallert 0.0 socandi
6111H DAM Factoavid unttorminazarci 9219 probability el excapiance in sc.year0 spectral accolorattan,
510 0,749 Factored determaislic acce1treition.matte 11.0 second)
7-13411 DILIM ractored ututerminstic socskration valos.(Peak Ground Actmierailin,)
Cps 0.B59 Meuaei the rice 4.110%604 at shoal parioca
Project.Cyclyx Equipment Anchorage Job Ref.1900499 6
Design Group
Facility Solutions 13120 SW Wall St,Tigard,OR 97223 Sheet no./rev
4000 Kruse Place Bldg.3,Suite 255,Lake
Oswego,OR 97035 Calc.by Date Chk'd by Date App'd by Date
MAB 10/17/2019 KW 10/17/19
Table 13.6-1 Seismic Coefficients for Mechanical and Electrical Components
Mechanical and Electrical Components
Air-side IIVAC, fans.air handlers, air conditioning units.cabinet heaters,air distribution boxes,and other 25 6.0
mechanical components constructed of sheet metal framing
Wet-side HVAC,boilers,furnaces,atmospheric tanks and bins,chillers,water heaters,heat exchangers, 1.0 2.5
evaporators,air separators,manufacturing or process equipment,and other mechanical components
constructed of high-deformabili y materials
Engines,turbines.pumps,compressors,and pressure vessels not supported on skirts and not within the scope 1.0 23
ui Chapter 15
Skirt-supported pressure vessels not within the scope of Chapter 15 2.5 2.5
Elevator and escalator components 1.0 23
Generators,batteries. inverters,motors.transformers,and other electrical components constructed of high 1.0 2.5
defonnability materials
Motor control centers,panel boards, switch gear, instrumentation cabinets,and other components constructed 2.5 6,0
of sheet metal framing
Communication equipment,computers, instrumentation, and controls 1.0 2.5
Roof.mounted stacks,cooling and electrical towers laterally braced below their center of mass 2.5 3.0
• Roof-mounted stacks,cooling and electrical towers laterally braced above their center of mass 1,0 2.5
Lighting fixtures 1.0 1,5
Other mechanical or electrical components 1.0 1.5
4.1.1. Wind Load N/A
4.2. Load Combinations
4.2.1. ASD
1.0D +0.7E
0.6D+0.7E
4.2.2. LRFD
1.2D + 1.0E
0.9D+ 1.0E
1.2D+ 1.0E*C.)
0.9D+ 1.0E*()
DESIGN
CLIENT Agilyx
MI GROUP-
CALCULATED BY M. Bullard DATE 09/09/19
FACILITY SOLUTIONS CHECKED BY K. Wang DATE 10/17/2019
CALCULATION:
Seismic design force for the Conveyor.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDS:=0.720
Amplification Factor: ap:=1.0 (ASCE Table 13.6-1, P. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: Q0:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: Ip:=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
CONVEYOR PARAMETERS:
C.G. Height: hey:=53.5 in
Skid Width: wskid=55.1 in
Skid Length: lSkid:=152.9 in
• Operating Weight: Wp:=880 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Desi n Force: 0.4 ap•SDS z
g fp:= R 1+2 — =0.115
p
Ip (ASCE Eq. 13.3-1, p. 144)
f p.max:=1.6•SDS•Ip (ASCE Eq. 13.3-2, p. 144)
.f p.max=1.152
fp.min:=0.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
fp =0.216
fp=0.216
Fp:=f p•Wp F =190 lbf
Vertical Seismic Design Force: fv:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
L,=0.144
F,,:=fv•Wp F1,=127lbf
Page 1 of 2
I1 + JOB # 1900499 CLIENT Agilyx
DESIGN`1 GROUP CALCULATED BY M. Bullard DATE 09/09/19 8
•
FACILITY OL TIONS CHECKED BY K. Wang DATE10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=2
wskid
Moment of Skid at Corner: Mtran:_f2o•Fp•hcg—(147p—Fr)• 2
Mtran=0.389 kip•ft
Check Tension:
Tension on Bolt: T b.tran:= Mtran
wskid•nb.tens
Tb.tran=42.4 lbf
Allowable Tension: Tallow:=13.8 kip (AISC Table 7-2, p. 7-23)
Unity Check: UC tens.tran'—
._ Tb.tran
`r
Tallow
UC'tens.tran=3.07.10-3
Check Shear:
Number of Bolts in Shear: nb.shear:=4
Fp
Shear on Bolt: Vb.tran:=
nb.shear
Vb.tran—47.5 lbf
Allowable Shear: Vallow:=8.29 kip (AISC Table 7-1, p. 7-22)
Unity Check: UCshear.tran'—
._ Vb.tran
V allow
UCshear.tran=5.73.10—3
Page 2 of 2
DESIGN Di GROUP
# 1900499
CLIENT Agilyx
CALCULATED BY M. Bullard DATE 09/09/19 9
FACILITY SOLUTIONS CHECKED BY K. Wang DATE 10/17/2019
CALCULATION:
Seismic design force for the Crusher.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDS:=0.720
Amplification Factor: ap:=1.0 (ASCE Table 13.6-1, P. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: (20:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: Ip:=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
CRUSHER PARAMETERS:
C.G. Height: k9:=47.5 in
Skid Width: Wskid:=34.7 in
Skid Length: /skid:=63.5 in
• Operating Weight: Wp:=2650 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Design Force: 0.4 ap•SDS z
9 fp:= (1+2 )=0.115
p
Ip (ASCE Eq. 13.3-1, p. 144)
fpmax:=1.6•SDS•Ip (ASCE Eq. 13.3-2, p. 144)
fp m„=1.152
fp.min'=O.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
.f mm=0.216
fp=0.216
Fp:=fp•Wp Fp=572 lbf
Vertical Seismic Design Force: fv:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
fv=0.144
Fv:=fv•WW Fv=382lbf
Page 1 of 2
DESIGN GROUP JOB # 1900499 CLIENT Agilyx 1 O
CALCULATED BY M. Bullard DATE 09/09/19
FACILITY Y SOLUTIONS CHECKED BY K.Wang DATE 10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=2
Moment of Skid at Corner: Mtran:=Qo•Fp•he9—(Wp—Fv)•.12.9 in
Mtran=3.226 kip•ft
Check Tension:
Tension on Bolt: T M .
6.tran'—
wskid'nb.tens
Tb.tran=557.8 lbf
Allowable Tension: Tallow:=13.8 kip (AISC Table 7-2, p. 7-23)
Tb.tran
Unity Check: UC
tens.tran'—
Tallow
UCtens.tran=0.04
Check Shear:
Number of Bolts in Shear: nbshear:=4
Fp
Shear on Bolt: Vb.tran:=
nb.shear
Vb.tran=143.1 lbf
Allowable Shear: Vallow:=8.29 kip (AISC Table 7-1, p. 7-22)
Vb.tran
Unity Check: UCsliear.tran'—
._
Tallow
UC'shear.tran=0.02
Page 2 of 2
B # 1900499
CLIENT
DESIGN COALCULATE BY M. Bullard DATE 09/09119 1
FACILITY SOLUTIONS CHECKED BY K.Wane DATE 10/17/2019
CALCULATION:
Seismic design force for the Material Blower.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDS:=0.720
Amplification Factor: ap:=1.0 (ASCE Table 13.6-1, P. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: Q0:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: Ip:= 1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
MATERIAL BLOWER PARAMETERS:
C.G. Height: :=17.4 in
Skid Width: wskid:=18.9 in
Skid Length: lskid:=25.5 in
Operating Weight: Wp:=220 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Desi n Force: 0.4 ap•SDS z
g fpR 1+2 h)=0.115
p
Ip (ASCE Eq. 13.3-1, p. 144)
f p.max:=1.6•SDS•Ip (ASCE Eq. 13.3-2, p. 144)
fp.max=1.152
fp.min:=0.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
f p.min=0.216
fp=0.216
Fp:=fp•Wp Fp=48 lbf
Vertical Seismic Design Force: fv:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
fv=0.144
F :=fv•WW Fv=32lbf
Page 1 of 2
DESIGN
JOB # 1900499
CLIENT Agilyx
CALCULATED BY M. Bullard DATE 09/09/19 12
FACILITY SOLUTIONS CHECKED BY K.Wanq DATE 10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=2
Moment of Skid at Corner: Mtran:=.flo•Fp•kg-(Wp-Fv)•8.5 in
Mtran=0.039 kip•ft
Check Tension:
Tension on Bolt: Tb.trap:= Mtran
wskid•nb.tens
Tb.tran=12.3 lbf
Allowable Tension: Tallow=13.8 kip (AISC Table 7-2, p. 7-23)
Unity Check: UC tens.tran'
— Tb.tran
`1 —
• Tallow
UC'tens.tran=8.94.10-4
Check Shear:
Number of Bolts in Shear: nb.shear:=4
Shear on Bolt: Vb.tran:= Fp
nb.shear
Vb.tran=11.9 lbf
Allowable Shear: Vallow:=8.29 kip (AISC Table 7-1, p. 7-22)
Unity Check: UCshear.tran.— Vb.tran
'—
V allow
UCshear.tran=1.43.10 3
Page 2 of 2
- DESIGN Ea GROUP
# 1900499
CLIENT Agilyx
CABLCULATE BY M. Bullard DATE 09/09/19 13
FACILITY SOLUTIONS CHECKED BY K. Wang DATE 10/17/2019
CALCULATION:
Seismic design force for the Silo.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDS:=0.720
Amplification Factor: a :=1.0 (ASCE Table 13.6-1, p. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: 120:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: Ip:=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
SILO PARAMETERS:
C.G. Height: hcg:=156.22 in
Skid Width: w$kid:=157.5 in
Skid Length: lskid:=196.9 in
Operating Weight: Wp:=1100 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Design Force: 0.4 ap•SDS z
g fp:= R (1+2 h)=0.115
p
Ip (ASCE Eq. 13.3-1, p. 144)
fp :=1.6•SDS•Ip (ASCE Eq. 13.3-2, p. 144)
fp =1.152
f p.min:=0.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
fp.min=0.216
fp=0.216
Fp:=fp•Wp Fp=238 lbf
Vertical Seismic Design Force: f„:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
f„=0.144
F,,:=f„•Wp F„=158lbf
Page 1 of 2
DESIGN DI GROLIP JOB # 1900499
CLIENT Agilyx
CALCULATED BY M. Bullard DATE 09/09/19 14
FACILITY SOLUTIONS CHECKED BY K. Wanq DATE 10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=2
Moment of Skid at Corner: Mtran:=s2o.Fp.hwe9—� —Fr) . "skid
2
Mtran=1.554 kip•ft
Check Tension:
Tension on Bolt: T M .
b.tran'—
wskid•nb.tens
Tb.tran=59.2 lbf
Allowable Tension: Tallow:=13.8 kip (AISC Table 7-2, p. 7-23)
Unity Check: UC tens.tran:— Tb.tran
'—
Tallow
UCtens.tran=4.29.10-3
Check Shear:
Number of Bolts in Shear: nb.shear:=4
Shear on Bolt: Vb.tran:_ Fp
nb.shear
Vb.tran=59.4 lbf
Allowable Shear: Valhi:=8.29 kip (AISC Table 7-1, p. 7-22)
Unity Check: UC Vb.tran
shear.tran'—
wallow
UCshear.tran=7.17.10-3
Page 2 of 2
DESIGN T ''r ROS P JOB # 1900499 CLIENT AgiIyx 15
CALCULATED BY M. Bullard DATE 09/09/19
FACILITY SOLUTIONS CHECKED BY K. Wang DATE10/17/2019
CALCULATION:
Seismic design force for the Densifier Assembly Skid.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDs:=0.720
Amplification Factor: ap:=1.0 (ASCE Table 13.6-1, p. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: 00:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: Ip:=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
DENSIFIER ASSEMBLY SKID PARAMETERS:
C.G. Height: hcp:=20.8 in
Skid Width: wskid:=48.5 in
Skid Length: /skid:=102.8 in
Operating Weight: Wp:=4400 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Design Force: 0.4 ap•SDS
g fp:= 1+2 h)=0.115
p J
Ip (ASCE Eq. 13.3-1, p. 144)
fp.max:=1.6•SDs•Ip (ASCE Eq. 13.3-2, p. 144)
fp.max=1.152
fp min:=0.3•SDs•Ip (ASCE Eq. 13.3-3, p. 144)
fpman=0.216
fp=0.216
Fp:=fp•Wp Fp=950 lbf
Vertical Seismic Design Force: f,,:=0.2'Sas (ASCE Sec. 13.3.1, p. 145)
f„=0.144
F,,:=f„•Wp F„=634 lbf
Page 1 of 2
DESIGN I GROUP JOB # 1900499 CLIENT Agilyx 1T��++ CALCULATED BY M. Bullard DATE 09/09/12 16
FACILITY SOLUTIONS CHECKED BY K.Wang DATE 10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=2
Moment of Skid at Corner: Mtran:=' 20•Fp•hey—(147g—F„) •22 in
Mtran=—2.787 kip•ft
Check Tension:
Tension on Bolt: T M .
6.tran'—
wskid•nb.tens
T b.tran=—344.7 lbf
Allowable Tension: Tallow:=13.8 kip (AISC Table 7-2, p. 7-23)
Unity Check: UC .— Tb.tran
`r tens.tran'—
Tallow
UCtens.tran=—0.02
Check Shear:
Number of Bolts in Shear: nb.shear:-5
Fp
Shear on Bolt: Vb.tran:=
nb.shear
Vb.tran=190.1 lbf
Allowable Shear: Vallow:=8.29 kip (AISC Table 7-1, p. 7-22)
Unity Check: UCshear.tran'—
.— Vb.tran
Vallow
UCshear.tran=0.02
Page 2 of 2
. GROUP JOB # 1900499
CLIENT Agilyx
• DESIGN iCALCULATED BY M. Bullard DATE 09/09/19 17
FACILITY SOLUTIONS CHECKED BY K. Wanq DATE 10/17/2019
CALCULATION:
Seismic design force for the Vent Fan.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDs:=0.720
Amplification Factor: a :=1.0 (ASCE Table 13.6-1, p. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: (10:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: /P•=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
VENT FAN PARAMETERS:
C.G. Height: k9:=13.5 in
Skid Width: wskZd:=11.8 in
Skid Length: lskid:=14.8 in
Operating Weight: Wp:=110 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic DesignForce: 0.4 ap•SDS
(1+2z
fp:= R =0.115
P
Ip (ASCE Eq. 13.3-1, p. 144)
fp:max:=1.6•SDs•Ip (ASCE Eq. 13.3-2, p. 144)
.f p.max=1.152
fp.min:=0.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
.f p.min=0.216
fp=0.216
Fp:=fp•Wp Fp=24lbf
Vertical Seismic Design Force: fv:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
f =0.144
Fv:=fv•WW F„=16lbf
Page 1 of 2
# 1900499
CLIENT Agilyx
DESIGN MI
GROUP B CALCULATED BY M. Bullard DATE 09/09/19 18
FACILITY SOLUTIONS CHECKED BY K. Wanq DATE10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS;
Transverse Direction:
Number of Bolts in Tension: nb.tens'=2
Moment of Skid at Corner: Miran flo.Fp•hcg—(wp—Fv) .5.4 in
Mtran=0.024 kip•ft
Check Tension:
Tension on Bolt: Tb.tran'—
.— Miran
wskid.nb.tens
Tb.tran=12.4 lbf
Allowable Tension: Tallow:=13.8 kip (AISC Table 7-2, p. 7-23)
Unity Check: UC tens.tran'—
._ Tb.tran
Tallow
UC'tens.trap—9.01•10-4
Check Shear:
Number of Bolts in Shear: nb.shear:=4
Fp
Shear on Bolt: Vb.tran:=
nb.shear
Vb.tran=5.9 lbf
Allowable Shear: Valeo,,,,:—8.29 kip (AISC Table 7-1, p. 7-22)
— Vb.tran
Unity Check: UC
shear.tran•—
Vallow
UC'shear.tran—7.17.10-4
Page 2 of 2
DESIGN
GROUP jj JOB # 1900499 CLIENT Agilyx 19
L� 1Tlt LJ 1 CALCULATED BY M. Bullard DATE 09/09/19
FACILITY SOLUTIONS CHECKED BY K.Wang DATE 10/17/2019
CALCULATION:
Seismic design force for the Baler.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDS:=0.720
Amplification Factor: a :=1.0 (ASCE Table 13.6-1, p. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: [20=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: Ip:=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
CONVEYOR PARAMETERS:
C.G. Height: hc9:=53 in
Skid Width: wskid:=42 in
Skid Length: /skid=75 in
• Operating Weight: Wp:=6300 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Design Force: 0.4 ap•SDS
9 fp:= R 1+2 h)=0.115
p
Ip (ASCE Eq. 13.3-1, p. 144)
fp.max:=1.6•SDS•Ip (ASCE Eq. 13.3-2, p. 144)
fp.max=1.152
fp.min:=0.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
.f p.min=0.216
fp=0.216
Fp:=fp•Wp Fp=1361 lbf
Vertical Seismic Design Force: f„:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
f„=0.144
F,,:=f„•Wp F,=907 lbf
Page 1 of 2
CLIENT
• r DESIGN
CALCULATED BY M. Bullard DATE 09/09/19 20
FACILITY SOLUTIONS CHECKED BY K. Wang DATE 10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=2
Moment of Skid at Corner: Mtran:=Q •Fp•he9—(w —F„)• wskia
o
2
Mtran=5.588 kip•ft
Check Tension:
Tension on Bolt: Tb.tran:— Mtran
—
wskid•nb.tens
Tb.tran=798.3 lbf
Allowable Tension: Tallow:=13.8 kip (AISC Table 7-2, p. 7-23)
— Tb.tran
Unity Check: UC
tens.tran'—
Tallow
UCtens.tran=0.06
Check Shear:
Number of Bolts in Shear: nb.shear:=4
Fp
Shear on Bolt: Vb.tran:=
nb.shear
Vb.tran=340.2 lbf
Allowable Shear: Vallow:=8.29 kip (AISC Table 7-1, p. 7-22)
= Vb.tran
Unity Check: UC
shear.tran'—
V allow
UCshear.tran=0.04
Page 2 of 2
DES
B # 1900499
CLIENT Agilyx
I DJ' COALCULATE BY M. Bullard DATE 09/09/19 21
FACILITY SOLUTIONS CHECKED BY K.Wang DATE 10/17/2019
CALCULATION:
•
Seismic design force for the Shredder.
REFERENCES:
ASCE 7-10
AISC 14th Edition, 4th Printing
SEISMIC PARAMETERS:
Spectral Acceleration: SDS:=0.720
Amplification Factor: ap:=1.0 (ASCE Table 13.6-1, p. 120)
Response Factor: Rp:=2.5 (ASCE Table 13.6-1, p. 120)
Overstrength Factor: .f1o:=2.5 (ASCE Table 13.6-1, p. 120)
Importance Factor: /P•=1.0 (ASCE Sec. 13.1.3, p. 111)
Height of Support: z:=0 ft
Average Roof Height: h:=22.5 ft
CRUSHER PARAMETERS:
C.G. Height: hc9:=70 in
Skid Width: wskid:=20.7 in
Skid Length: lskid:=104.7 in
• Operating Weight: Wp:=4600 lbf
SEISMIC DESIGN FORCE:
Horizontal Seismic Design Force:
R 0.4 al)•SDS z
g fp:= 1+2 h)=0.115
p
Ip (ASCE Eq. 13.3-1, p. 144)
fp.max:=1.6•SDS•Ip (ASCE Eq. 13.3-2, p. 144)
fp.max=1.152
f p.min:=0.3•SDS•Ip (ASCE Eq. 13.3-3, p. 144)
f p.min=0.216
fp=0.216
Fp:=fp•Wp Fp=994 lbf
Vertical Seismic Design Force: f„:=0.2•SDS (ASCE Sec. 13.3.1, p. 145)
f,,=0.144
F„:=f„•Wp F„=662 lbf
Page 1 of 2
CODESIGN
JOB # 1900499
CLIENT
x
GROUP CALCULATED BY M. Bullard DATE 09/09/19 22
FACILITY SOLUTIONS CHECKED BY K. Wang DATE 10/17/2019
SEISMIC FORCES ON ANCHOR BOLTS:
Transverse Direction:
Number of Bolts in Tension: nb.tens:=3
Moment of Skid at Corner: Mtran:_12o•Fp•hcg-(Wp—F„)•10.88 in
Mtran=10.92 kip•ft
Check Tension:
Tension on Bolt: Tb.tran'= Mtran
Wskid•nb.tens
Tb.tran=(2.1.103) lbf
Allowable Tension: Tallow:—13.8 kip (AISC Table 7-2, p. 7-23)
Unity Check: UC ._ Tb.tran
`1 tens.tran'—
Tallow
UCtens.tran=0.15
Check Shear:
Number of Bolts in Shear: nb.shear:=6
Shear on Bolt: Vb.tran:_ Fp
nb.shear
Vb.tran=165.6 lbf
Allowable Shear: Vallow:=8.29 kip (AISC Table 7-1, p. 7-22)
Unity Check: UC shear.tran:'= Vb.tran
—
V allow
UC'shear.tran=0.02
Page 2 of 2
11.1111111:111.11123
Hilti PROFIS Engineering 3.0.50
• www.hilti.com
Company: Page: 1
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Sep 16,2019 Date: 10/17/2019
Fastening point: Crusher Anchor-Controlling Case
Specifiers comments:
(Conservative for all equipment anchorage)
1 Input data
,ISE
Anchor type and diameter: HIT-RE 500 V3+HAS-E-55(ASTM F1554 Gr.55)1/2 ------. °
Item number: 2197990 HAS-E-55 1/2"x4-1/2"(element)/2123401
HIT-RE 500 V3(adhesive)
Effective embedment depth: hetopti=2.750 in.(het,limit=4.750 in.)
Material: ASTM A 1554 Grade 55
Evaluation Service Report: ESR-3814
Issued I Valid: 1/1/2019 1 1/1/2021
Proof: Design Method ACI 318-08/Chem
' Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor platen: lx x ly x t=4.000 in.x 4.000 in.x 0.500 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fb'=2,500 psi;h=6.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry,Installation direction:vertical downward
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)
R- The anchor calculation is based on a rigid anchor plate assumption.
Geometry[in.]&Loading[Ib,in.lb]
8
d
I Design loads
Sustained loads
•1
' .�
bIWOVIA
$ ,r tit
Y 0
______,,
►
S_µ.YI
X •
..\,„
________
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
1
f r
�11.T1 24
•
Hilti PROFIS Engineering 3.0.50
www.hilti.com
Company: Page: 2
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Sep 16,2019 Date: 10/17/2019
Fastening point: Crusher Anchor-Controlling Case
1.1 Design results
Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%]
1 Combination 1 N=660;Vx=143;Vy=0; yes 88
Mx=0;My=0; MZ=0;
Nsus=0;Mx,555=0;My,sus=0;
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
2
c ri .
uu.Tu 25
Hilti PROFIS Engineering 3.0.50
www.hilti.com
Company: Page: 3
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete-Sep 16,2019 Date: 10/17/2019
Fastening point: Crusher Anchor-Controlling Case
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity NOV Pv[%] Status
Tension Concrete Breakout Failure 660 756 88/- OK
Shear Pryout Strength(Concrete Breakout 143 1,628 -/9 OK
Strength controls)
Loading
13s Pv UtilizationPV l
Status
Combined tension and shear loads 0.873 0.088 1.000 81 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
3
1111.1111161:11.111 26
Hilti PROFIS Engineering 3.0.50
www.hilti.com
Company: Page: 4
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Sep 16,2019 Date: 10/17/2019
Fastening point: Crusher Anchor-Controlling Case
4 Remarks; Your Cooperation Duties
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
4