Specifications (2) o1 r,2OI5- o0 S/Ly
4V535" sW ,6044 MAF-
RECEIVED
2 3 2019
TI'GARD
BUILDING DIVISION
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iiriLesmimimicrip.yECOF
58 16 SWGillcrest ct
Portland, OR 9722 I
Ph: 503.896.771 2
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Submittal Documents
Structural Calculations
Project
CANOPY SOG/ANCHORAGE VERIFICATION
Location
14535 SW 100TH AVE, TIGARD, OR 97224
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5816 SW GILICREST CT. Location:
PORTLAND.OR 97221
TEL:503.896.7712 Client: job N
Date: By:
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Title Block Line 1 Project Title: 6
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Title Block Line 6 Printed: 18 DEC 2019, 2:44PM
Point Load on Slab File=C:IUsers\KEYING-11D0CUME-11ENERCA-1ENERCALCData Files .
Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 .
Lic.#:KW-06009328 AZH Consulting Engineer
DESCRIPTION: Canopy
Code References
Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-16
Analytical Values
d-Slab Thickness 5.0 in Ks-Soil Modulus of Subgrade Reaction 100.0 pci
FS-Req'd Factor of Safety 3.0:1 Ec-Concrete Elastic Modulus 3,122.0 ksi
fc-Concrete Compressive Strength 3.0 ksi
µ -Poisson's Ratio 0.150
Min.Adjacent Load Distance 36.025 in
Analysis Formulas
Pn=1.72 [ (Ks R1/Ec)10,000+3.6]Fr d^2 Min Adjacent Column Distance:1.5*([Ec dA3/(12*(1-u^2)Ks]A 1/4)
Ks=Soil modulus of subgrade reaction Ec=Concrete elastic modulus
R1 =50%plate average dimension=sqrt(PIWid*PILen)/2 d-Slab Thickness
Ec=Concrete elastic modulus u-Poisson's ratio
Fr-Concrete modulus of rupture=7.5*sqrt(fc) Ks=Soil modulus of subgrade reaction
d-Slab Thickness
Load&Capacity Table
Plate (in) R1 Applied Concentrated Load on Plate-(kip) Governing Pu Pn
Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check
canopy 4.00 4.00 2.00 0.14 1.20 +D+S 1.3 74.9 Pass,FS=55.73>=3
lainmELLUItal
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Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: I Date: 12/18/2019
E-Mail:
Specifier's comments:
1 Input data
^- ....
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) m -
Effective embedment depth: hef,act=2.000 in.,hnom=2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 4/1/2018 15/1/2019
Proof: Design method ACI 318-14/Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.120 in.
Anchor plate: lx x l,,x t=2.000 in.x 5.000 in.x 0.120 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,2500,fc'=2,500 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
R-The anchor calculation is based on a rigid baseplate assumption.
Geometry[in.]&Loading[Ib,in.lb]
Z
4
0
-6-�````� y _
111011'h' -1
,X
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Specifier: Project:
Address: Sub-Project I Pos.No.:
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2 Load case/Resulting anchor forces A
Load case: Design loads
Anchor reactions[Ib] „ 2
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 271 0 0 0
c ►
2 271 0 0 0 Tension
max.concrete compressive strain: -[%o]
max.concrete compressive stress: -[psi] O
resulting tension force in(x/y)=(0.000/0.000): 543[Ib] 1
resulting compression force in(x/y)=(0.000/0.000): 0[Ib]
Anchor forces are calculated based on the assumption of a rigid baseplate.
3 Tension load
Load Nu,[Ib] Capacity$N„[Ib] Utilization fiN=Nua/4 Nn Status
Steel Strength* 271 4,875 6 OK
Pullout Strength* 271 1,475 19 OK
Concrete Breakout Strength** 543 2,214 25 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-1917
4, Nsa z Nua ACI 318-14 Table 17.3.1.1
Variables 11 7
Ase,N[in.2] futa[psi]
0.05 125,000
Calculations
Nsa[Ib]
6,500
Results
Nsa[lb] +steel 4 Nsa[Ib] Nua[Ib]
6,500 0.750 4,875 271
3.2 Pullout Strength
Npn f =Np.2500 a 2500 refer to ICC-ES ESR-1917
Npn,f 2 Nua ACI 318-14 Table 17.3.1.1
Variables
fa[psi] x a Np,2500[Ib]
2,500 1.000 2,270
Calculations
2500
1.000
Results
N55
,f,[Ib] 4)concrete + Npn.f[Ib] Nua[Ib]
2,270 0.650 1,475 271
•
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3.3 Concrete Breakout Strength
Ncbg = (ANco)W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b)
Ncbg z NUa ACI 318-14 Table 17.3.1.1
ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b)
ANcp =9 het ACI 318-14 Eq.(17.4.2.1c)
1
W ec,N (1 +2 eN <_1.0 ACI 318-14 Eq.(17.4.2.4)
3 het
W ed,N =0.7+0.3(Ca,min)s 1.0 ACI 318-14 Eq.(17.4.2.5b)
1.5het
W cp,N =MAX(Ce min 1.5hef)c 1.0 ACI 318-14 Eq.(17.4.2.7b)
Cac Cac
Nb =kc X a Afirc het5 ACI 318-14 Eq.(17.4.2.2a)
Variables
hef[in.] ect,N[in.] ec2,N[in.] ca,min[in.] W c,N
2.000 0.000 0.000 6.000 1.000
Cac[In.] kc k a fc[psi]
4.000 17 1.000 2,500
Calculations
ANc[tn.2] ANco[in.2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib]
51.00 36.00 1.000 1.000 1.000 1.000 2,404
Results
Ncbg[Ib] 4)concrete 4) Ncbg[Ib] Nua[Ib]
3,406 0.650 2,214 543
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4 Shear load
Load Vua[Ib] Capacity s V„[Ib] Utilization fiv=V„aI4 V„ 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
• 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 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.
• 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 ACI 318 or the relevant
standard!
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII). Reference
ACI 318-14, Section 17.8.1.
Fastening meets the design criteria!