Specifications (27) 6ta,02a s-- 602
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STRUCTURAL CALCULATIONS
PREPARED FOR:
GODIVA CHOCOLATIER
WASHINGTON SQUARE MALL
SPACE B04
9585 SW WASHINGTON SQUARE ROAD
PORTLAND, OR
TOTAL NO. SHEETS (NOT INCLUDING THIS SHEET): 9
DATE: 12/15/2015
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LEWIS ENGINEERING Structural Calculations
CONSULTING STRUCTURAL ENGINEERS Godiva Chocolatier
3260 W.HENDERSON RD.SUITE 10 Washington Sq.Mall
COLUMBUS,OH 43220 PORTLAND,OR
Ph:614-326-2806 Fax:614-326-2805
Design Code: Oregon Structural Specialty Code
Referenced Standards
ESR-1271 Self-drilling screws
ESR-1166P Metal studs
ESR-3027 HILTI KWIK HUS-EZ Steel Screw Anchors
Wall Mounted Shelving on Standards
Design Loads
Each section of shelf is designed to carry 20 lbs per level.
Seismic:
Ss = 0.983 S1 = 0.422
Site Class = D (assumed)
Fa = 1.1 Fv= 1.6
SDS = (2/3)FaSs = 0.725 SD1 = (2/3)F„S1 = 0.444
Occupancy Category = II
Seismic Design Category = D
Structural element: Interior non-structural walls
ap = 1.0 Rp = 2.5 1p = 1.5 z = 12' h = 20'
.4a S° W i
FP = R P \1+2—/ _.26 Wp
p1l
Fp (max) = 1.6SDs IpWp = 1.16Wp O.K.
Fp (min.) = .3 SDs 1p Wp = .22 Wp O.K.
Standard Attachment to Furring
Standards are spaced @ 2'-0" o.c. horizontally. Standards attach to 1x6 furring strips
spaced at 2'-0" o.c. vertically. Each furring strip supports 2 rows of shelving. Each section
of shelf is designed to carry 40 lbs per level.
Standards: %" wide x1/2" deep x 12 ga.
Furring: 1 x 6 DF (3/4" actual thickness, G = .46)
Screw: #10 x 13/" wood screw (D = .190", Dr = .152") w
a
z = (20 lbs)(5 shelves max.) = 100 lbs per furring strip
w = (.26)(100 lbs) = 26 lbs per furring strip z . z
z«= (z2 +w2)' 103 lbs a = tan-1(w/z) 32.9° «
=
Allowable screw values:
p = 3/4" (thread penetration in base wood)
CD = 1.6 (seismic)
Z = 116 lbs (from NDS yield line equations)
Wp= (2850)G2Dp = 86 lb (NDS withdrawal equation)
Z' = ZCD = (116 lbs)(1.6) = 186 lbs
W'p = WpCD = (86 lb/in)(1")(1.6) = 138 lbs
W pZ'
Z o pcos2a+Z'sin2a = 179 lb > 103 lb (NDS comb lat. & withdrawal equation) OK
- 1 -
LEWIS ENGINEERING Structural Calculations
CONSULTING STRUCTURAL ENGINEERS Godiva Chocolatier
3260 W.HENDERSON RD.SUITE 10 Washington Sq.Mall
COLUMBUS,OH 43220 PORTLAND,OR
Ph:614-326-2806 Fax:614-326-2805
Wall Mounted Shelving on Standards (cont'd)
Attachment of furring to studs—(3)#10 SDS (a_each stud
V = (100 lbs)(16"/24") = 67 lb
T = (26 lbs)(16"/24") = 17 lb
(3) #10 TEK screws in 20 ga. studs:
Va„ow = (3)(164 lb) = 492 lbs OK
Tallow = (3)(77 lbs) = 231 lbs OK (ESR-1271)
Chrome Wire Shelving Foot Plate Anchorage
Concrete Anchors—(3) 1/4"o Hilti KWIK HUS-EZ Screw Anchors
Assume normal-weight concrete: f'c = 2500 psi
Anchor Embedment = 1 5/8"
Plat = V = 111 Ib, Pup = T = 297 lb (from finite element analysis)
Pu= 178 lbs., Tu = 475 lbs. (factored loads)
From attached computer output, 1/4” dia. Hilti Kwik HUS-EZ's O.K.
Check Concrete Slab Puncture
Pdown = 299 lb
Vu = (1.7) 299 lb = 508 lb
Slab t =4", f'c = 2500 psi (min.)
Base Plate Dimensions: B1 = 3.5", B2= 1.75"
Concrete shear area = 2(B1 + B2)t =42 in2
goVn=(.85)2Vf'cAc= 3570 lb O.K.
- 2 -
i ■,,; 1,;
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Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: I Date: 11/28/2015
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Specifier's comments:
•
1 Input data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(1 5/8) twito
" �
Effective embedment depth: het=1.180 in., hnom=1.625 in.
Material: Carbon Steel
- Evaluation Service Report: ESR-3027
Issued I Valid: 6/1/2014 112/1/2015
Proof: Design method ACI 318/AC193
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: Ix x ly x t=4.375 in.x 3.845 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: Round bars(AISC);(L x W x T)=0.063 in.x 0.063 in.x 0.000 in.
Base material: cracked concrete,2500,fo'=2500 psi;h=4.000 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) no
Geometry[in.]&Loading[Ib,in.Ib]
Z
co
co
\\\: ° 0 ko ....AP'-
\� + �►
X
Input data and results must be checked for agreement with the existing conditions and for plausibilityl
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
. -.ie
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Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 11/28/2015
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
•
Anchor reactions[Ib]
Tension force:(+Tension,-Compression) /' 3
Anchor Tension force Shear force Shear force x Shear force y
1 153 59 0 59
2 153 59 0 59
3 168 59 0 59
max.concrete compressive strain: -[%o]
max.concrete compressive stress: -[psi] 1%.,X
Tension
resulting tension force in(x/y)=(0.000/0.000): 475[lb]
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
01 02
3 Tension load
Load N.[lb] Capacity(IA,[Ib] Utilization 13N=Nua/+Nn Status
Steel Strength* 168 3679 5 OK
Pullout Strength* 168 300 57 OK
Concrete Breakout Strength** 475 1071 45 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
N. =ESR value refer to ICC-ES ESR-3027
4)Nsteei Z Nua ACI 318-08 Eq.(D-1)
Variables
n Ase,N[in.2] futa[psi]
1 0.05 112540
Calculations
Nsa[Ib]
5660
Results
Nsa[Ib] 4)steei 4)1\15a[Ib] Nua[Ib]
5660 0.650 3679 168
3.2 Pullout Strength
Npn,l =Np,2500(V2500)0 3 refer to ICC-ES ESR-3027
Npn,f,2 Naa ACI 318-08 Eq.(D-1)
Variables
C[psi] Np,2500[lb]
2500 667
Calculations
(fc'/2500)°.3
1.000
Results
Npn,4[Ib] (1)concrete Npn t [Ib] N.[Ib]
667 0.450 300 168
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 lb is a registered Trademark of Hilti AG,Schaan
I .
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Company: Page: 3
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: I Date: 11/28/2015
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3.3 Concrete Breakout Strength
Ncbg = erne Wec,N Wed,N Wc,N Wcp,N Nb ACI 318-08 Eq.(D-5)
4 Ncbg 2 Noa ACI 318-08 Eq.(D-1)
ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANcO =9 hef ACI 318-08 Eq.(D-6)
1
lifec,N (1 +2 eN S 1.0 ACI 318-08 Eq.(D-9)
=
3her
Wed,N =0.7+0.3 1Ca,mhineef/5 1.0 ACI 318-08 Eq.(D-11)
5
Wcp N MAX(Camin� Cae J 1.5het1 5 1.0 ACI 318-08 Eq.(D-13)
MAX(
Cae
Nb =kc) hef' ACI 318-08 Eq.(D-7)
Variables
her[in.] ecl,N[in.] ec2,N[in.] Ca,min[in.] Wc,N
1.180 0.000 0.042 1.000
cac[in.] kc Tc[psi]
2.000 17 1 2500
Calculations
AN5[In.2] ANCO[in.2] Wect,N Wec2,N Wed,N Wcp,N Nb[Ib]
28.02 12.53 1.000 0.977 1.000 1.000 1090
Results
Ncbg[Ib] 4)concrete 4)Ncbg[lb] Nua[Ib]
2380 0.450 1071 475
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROF IS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
11.111111114111.1
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Company: Page: 4
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: I Date: 11/28/2015
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4 Shear load
Load Vua[Ib] Capacity 4,V„[Ib] Utilization[iv=Vua/(1)Vn Status
Steel Strength* 59 929 7 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength** 178 1705 11 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
Vsa =ESR value refer to ICC-ES ESR-3027
Vsteel Z Vua ACI 318-08 Eq.(D-2)
Variables
n Ase,v[in.2] futa[psi]
1 0.05 112540
Calculations
Vs„[lb]
1548
Results
Vsa[lb] 4)steel $Vsa[ib] Vua[lb]
1548 0.600 929 59
4.2 Pryout Strength
Vcpg =kcp [(A—)Wec,N Wed,N Wc,N tPcp,N Nb] ACI 318-08 Eq.(D-31)
Vcpg 2 Vua ACI 318-08 Eq.(D-2)
ANC see ACI 318-08,Part D.5.2.1,Fig. RD.5.2.1(b)
ANso =9 hef ACI 318-08 Eq.(D-6)
1
1irec,N = (1 +2 eN l 5 1.0 ACI 318-08 Eq.(D-9)
3 her
N/ed,N =0.7+0.3 (Ca,min)5 1.0 ACI 318-08 Eq.(D-11)
`1.5het
Wcp,N =MAX(Ca min, 1.5hefl 5 1.0 ACI 318-08 Eq.(D-13)
`` Cac Cac /
Nb =kc Affrchef5 ACI 318-08 Eq.(D-7)
Variables
kap het[in.] ec,.N[in.] ec2,N[in.] ca,min[in.]
1 1.180 0.000 0.000
tllc,N cac[in.] kc fc[psi]
1.000 2.000 17 1 2500
Calculations
ANc[in.2] ANcO[in.2] Wect,N Wec2,N Wed,N tilcp,N Nb[lb]
28.02 12.53 1.000 1.000 1.000 1.000 1090
Results
Vopg[Ib] concrete (I)Vcpg[Ib] Vua[Ib]
2436 0.700 1705 178
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
I
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Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 11/28/2015
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5 Combined tension and shear loads
13N Rv Utilization RN,v[%] Status
0.560 0.104 5/3 41 OK
RNV_ RV<-1
' 6 Warnings
• 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! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• The fixture thickness may not be feasible for the anchor selected.Check the fixture thickness against the anchor length and effective embedment
depth.
• Condition A applies when supplementary reinforcement is used.The cD 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!
Fastening meets the design criteria!
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
• 11041161111111.
www.hilti.us Profis Anchor 2.6.0
Company: Page: 6
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 11/28/2015
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ) 1/4(1 5/8)
Profile:Round bars(AISC);0.063 x 0.063 x 0.000 in. Installation torque:216.002 in.lb
Hole diameter in the fixture:df=0.375 in. Hole diameter in the base material:0.250 in.
Plate thickness(input):0.500 in. Hole depth in the base material: 1.836 in.
- Recommended plate thickness:not calculated Minimum thickness of the base material:3.250 in.
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
A
2.188 2.187
•
•
M
3
N
O
O
O
(Ni
00 • �X
N
N
1 0 2 •
CO
CO
(17
O
•
1.000 1.188 1.188 0.999 •
• . T i •
Coordinates Anchor in.
Anchor x y c-x c+x c-y c.y
1 -1.188 -0.708 - - - -
2 1.188 -0.708 - - - -
3 0.000 1.292 - - - -
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 Huh AG,Schaan
immisret
www.hilti.us Profis Anchor 2.6.0
Company: Page: 7
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 11/28/2015
E-Mail:
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.
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 -lilti is a registered Trademark of Hilti AG,Schaan