Specifications (2) ss,,c;
JACOBS* JUN 2 7 201?
CITY OF TIGARD
4
1,ifA- DIVISICY
STRUCTURAL CALCULATIONS
for City of 'figarcj
Aper Ved Plans
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OFFICE COP '
Tigard, OR
STYRENE CONVERSlCWISION
(CALCIUM OXIDE FEEDER SUPPORT)
JE Project No. 25PW3024
April 5, 2018
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.
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JACOBS ENGINEERING
5005 SW Meadows Road, Suite 100
Lake Oswego, OR 97035
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www.hiitLus Profis Anchor 2.7.6
Com
pany, Jacobs Engineering Page: 1
Specifier KG Project: Agilyx_CaC Feeder
Address. Sub-Project I Pos.No.: 25PW3024
Phone I Fax I Date: 6/13/2018
E-Mail:
Speclfier°s comments:Bulk Bag Discharger Frame Anchors-Wedge Anchors
1
Input data
Anchor type and diameter: Kwik Bolt TZ-CS 5/8(3 1/8)
Effective embedment depth; head=3.125 in.,hnom=3.563 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917 SAFE-=ET
Issued I Valid: 5/1/2017 15/1/2019
Proof: Design method ACI 318-11/Mech.
Stand-off installation: without clamping(anchor);restraint level(anchor plate).2.00;eb=1.000 in.;t=0.500 in.
Hilti Grout:CB-G EG,epoxy,fc,Gf0bi=14,939 psi
Anchor plate: lx x Ir x t=8.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: Square HSS(AISC);(L x W x T)=3.000 in.x 3.000 in.x 0.250 in.
Base material: cracked concrete,3000,f0=3,000 psi;h=5.000 in.
Installation: hammer drilled hole,Installation condition:Dry
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) Tension load:yes(0.3.3.4.3(d))
Shear load:yes(0.3.3.5.3(c))
Geometry[in.]&Loading[kip,ft.kip)
z
0
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idp:
SS
o orf
e
0 �i
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.
X
Input data and results must be checked tar agreement with the existing conditions and for plausibility' -- -
PROFIS Anchor(c 12003-2009 Hilt'AG FL-9494 Schwan Hilt is a registered Trademark at Hilt AG Schaan
•
Fi11- I
www.hilti.us Profis Anchor 2.7.6
Company: Jacobs Engineering Page: 2
Specifier: KG Project: Agilyx_CaO Feeder
Address: Sub-Project I Pos.No.: 25PW3024
Phone I Fax: I Date: 6/13/2018
E-Mail:
2 Load case/Resulting anchor forces y
Load case:Design loads #
i,,,,,, 3 4
Anchor reactions[kip]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0,883 0,175 0.000 0.175
2 0.883 0.175 0.000 0.175 Te San - 4 x
3 0.883 0.175 0.000 0.175
4 0.883 0.175 0.000 0.175
max.concrete compressive strain: -[%a]
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 3.530[kip] �,,,,,}1 !2
resulting compression force in(x/y)=(0.000/0.000):0.000[kip]
3 Tension load
Load N i
N.[kip] Capacity$N„[kip] Utilization PN=N./f N„ Status
Steel Strength* 0.883 12.877 OK
Pullout Strength' N/A N/A N/A N/A
Concrete Breakout Strength" 3.530 6.313 56 OK
'anchor having the highest loading "anchor group(anchors in tension)
3.1 Steel Strength
N [kip] 4,Nu[kip]_ ._ ,_.._Nu.[kip]
17.170 0.750 12.877 0.883
3.2 Concrete Breakout Strength
ANa[In.2] ANao[in.2] ea mix[In.1 c
221.27 87.89 36.000 6.500 1.000
ec1.N[in.] w eat,N ec2,N[in.] kit ea2.N W ed,N 'y cn N . ker
0.000 1.000 0.000 1.000 1.000 1.000 17
X a Nd[kip] $ seismic 4t Naps[kip] N.[kip]
1.000 5.144 0.650 0.750 6.313 3.530
P.
_s
Input data end results must be checked for agreement with the existing conditions and for plausibility! y`
PROFIS Anchor(c)2003-2049 Hiiti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG Schwan
k
www.hilti.us Profis Anchor 2.7.6
rt Company- Jacobs Engineering Page: 3
Specifier: KG Project: Agilyx_CaO Feeder
Address: Sub-Project I Pos.No.: 25PW3024
Phone I Fax: I Date: 6/13/2018
E-Mail:
4 Shear load
Load Vita[kip] Capacity,$Vn[kip] Utilization pv=Vu,/4 V„ Status
Steel Strength* 0.175 3.952 5 __...-,.� OK
Steel failure(with lever arm)* 0.175 1,413 13 OK
Pryout Strength" 0.700 18.129 4 OK
Concrete edge failure in direction y+'" 0.700 13,807 6 OK
"anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
V.a[kip] # 0 ab_ 0 Vsa[kip] Vua[kip]
7.600 0.650 0.800 _ 3.952 0.175
4.2 Steel failure(with lever arm)
I[in.] am
1.563 _ 2.00
NJ+Ns 1-RA Na M:[ft.kip] Ms=M;(1-NJ$NJ[ft.kip]
0.069 0.931 0.152 0.142
VIA=am*Ma/lb[kip] 0 4[kip] Vua[kip].
2.175 0.650 1.413 0.175
4.3 Pryout Strength
ANC[in.2] Awn[in.2] c...aa[in.] k . Cac[in.]
221.27 87.89 36.000 2 6.500 1.000
eclw[in] ..i_.czy W W.N ,. 4/..N ....._...,._ km
0.000 1.000 0.000
e ]
1.000 1.000 1.000 17
a Nb[kip] 4 0 salam. 0 Vcgg[kip] Vua[kip]
1.000 5.144 0.700 1.000 18.129 0.700
4.4 Concrete edge failure in direction y+
I.[in.] da[in.] ca,[in.] Av.[in.2] Av55[in?]
3.125 0.625 24.000 .. -._ 387.50 2,592.00
W.,:iv _ tviarahly . .[in_].. __ ..W a.v W cN W h;v
1.000 1.000 0.000 1.000 1.000 2.683
a Vb[kip] S it s wrnre ()Umt[kip] . ..,. Va.IkiP]
1.000 49.171 0.700 1.000 13.807 0.700
5 Combined tension and shear loads
I3N13Y.... 4.. Utilization pN v IN Status
0.559 0.124 5/3 42 OK
PNv=pN+pv<=1
Input data and results must be checked for agreement with the emoting conditions and for piausibilityi
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Scttaan Hits is a registered Trademark of Hilti AG Schasn
S
1II- 1
www.nnti.us Profis Anchor 2.7.6
an
Com p y: Jacobs Engineering Page: 4
Specifier: KG Project: Agilyx_CaO Feeder
Address: Sub-Project I Pos.No.: 25PW3024
Phone I Fax I Date: 6/13/2018
E-Mail:
6 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This
means load re-distribution 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 design loading.PROFIS Anchor calculates the minimum required anchor plate
thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption
is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for
plausibility!
• Condition A applies when supplementary reinforcement is used.The 0 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
your local standard
• ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding
to anchor bending when stand-off exists and includes the results as a shear Design Strength!
• Refer to the manufacturers 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 ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C,0, E or F is given in ACI 318-11 Appendix 0,Part D.3.3.4.3
(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.if this is NOT the case,the
connection design(tension)shall satisfy the provisions of Part 0.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design
(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part 0.3.3.5.3(b),or Part D.3.3.5.3(c).
• Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the
ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a
non-yielding attachment.Part D.3.3.4.3(d)/part 0.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by mo.
• Hilti post-installed anchors shall be installed in accordance with the Hilt Manufacturer's Printed Installation Instructions(MPII).Reference ACI
318-11,Part D.9.1
Fastening meets the design criteria!
input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c 12003-2009 Hilli AG,FL-9494 Schee° Hilb is a registered Trademark of Hihi AG,Schaan
Fi11.T/
www.hlitl.us Profis Anchor 2.7.6
Company: Jacobs Engineering Page: 5
Specifier: KG Project: Agilyx_CaO Feeder
Address: Sub-Project I Pos.No.: 25PW3024
Phone I Fax: i Date: 6/13/2018
E-Mail:
7 installation data
Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 5/8(3 1/8)
Profile:Square HSS(AISC);3.000 x 3.000 x 0.250 in. Installation torque:0.060 ft.kip
Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:0.625 in.
Plate thickness(input):0.500 in. Hole depth in the base material:3.750 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 in.
Drilling method:Hammer drilled
Cleaning:Manual cleaning of the drilled hole according to Instructions for use is required.
7.1 Recommended accessories
DrillingCleanit� Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool(Hilti
• Properly sized drill bit Safeset System)
• Torque wrench
• Hammer
+y
i
-+-- ..4,........
4.000 4.000
+
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�; x
L ,,,,- ,-,„!-,:ii.-0,qt-z.,,-!A .p
a
1 1.250 5.500 1.250
Coordinates Anchor in.
Anchor x y c-x C+x o c.,
1 -2.750 -2.750 36.000 41.500 38.000 41.500
= 2 2.750 -2,750 41.500 36.000 36.000 41.500
3 -2.750 2.750 36.000 41.500 41.500 36.000
4 2.750 2.750 41.500 36.000 41.500 36.000
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hitt AG,FL-9494 Schaen Hut is a registered Trademark of HIS AG,Schism