Specifications Pd_ n UP 20 1- -
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STRUCTURAL CALCUL4TIONS
INTERIOR TENANT IMPROVEMENTS
PREPARED FOR:
HOUSE OF HOOPS
BY FOOTLOCKER
STORE #13142
WASHINGTON SQUARE
9585 WASHINGTON SQUARE ROAD
SPACE #A14
.
PORTLAND, OR 97223
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TOTAL No. SHEETS (NOT INCLUDING THIS SHEET,:
DATE: 12/12/2011
�, OREGON o q,
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JOSEPH LEWIS, P.E. Structural Calculations
CONSULTING STRUCTURAL ENGINEER House of Hoops
Ph:
3260 W. HENDERSON RD. SUITE 10 Washington Square
; ;� C OLUM 614 BUS, OH 43220 Portland, OR 97223
- 326 -28 Fx: 614-326-2805
Design Code: Oregon Structural Specialty Code
Referenced Standards
ESR -1917 — Hilti Kwik Bolt TZ concrete anchors
ESR -2196 — Hilti Kwik Pro self drilling screws
ESR -2215 — Mestek Metal Studs
Storefront Framing
Design Loads
Seismic:
Ss = 1.09, Si = 0.416
Site Class = D
Fa = 1.1, Fv =1.6
Sol = (2 /3)(Fv)(S1) =0.443
SAS = (2/3) Fa Ss =0.779
Structural element: Interior appendages
ap =2.5 Rp =2.5 Ip =1.0 z = 10' h = 20'
Fp =
.4a R pi Wp ( 1+ 2 h l = .0.62 Wp
P/ P J
Fp(max)= 1.6 SosIpWp = 1.25Wp O.K.
Fp(min.)_.3 0.23Wp O.K.
Framing Support Beams (Framing Plan) (2) 6" x 18 ga. Box Header
Max. span L = 12' -0 ", w = 100 plf
Mmax = 8 wL = 1800 lb -ft < Mallow = 2768 lb -ft O.K.
Deflection = .347" = L/414 O.K.
Framing Support Beams (Framing Plan) (2) 3 5/8" x 18 ga. Box Header
Max. span L = 12' -0 ", w = 50 plf
Mmax = 8 wL = 900 lb -ft < Mallow = 1418 lb -ft O.K.
Deflection = .566" = L/254 O.K.
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•
• JOSEPH LEWIS, P.E. Structural Calculations
N* CONSULTING STRUCTURAL ENGINEER House of Hoops
3260 W. HENDERSON RD. SUITE 10
we; Ph: 614-326-2806 OH 43220 Portland, OR 97
Ph:614- 326 -2806 Fx:614- 326 -2805 Washington Square
Lateral Braces (a_ Soffit (B & C /S1.1)_ 3 -5/8" x 20GA Stud @ 48" o.c. (max)
Wtotai = 100 plf -
Wp = (100 plf)(4' -0 ") = 400 lbs
Fp = (0.62)(400 lbs)/1.4 = 177 lbs
Load in Kicker = 177 lb/cos 45° = 594 lbs
Max unbraced length of braces = 8' -0"
Pallow = 837 lbs (ESR -2215) OK
Attach brace with (4) #10 TEKS each end:
Vallow (in 20 ga.) = 188 lb /screw
(4) screws good for (4)(188 lb) = 752 lb (ESR -2196) OK
I > Use 3 5/8" — 20 GA. Kickers @ 48 ". o.c.
Partial Height Interior Partition (H /S1.1):
Span = 16' -0"
3 5/8" metal studs @ 16" o.c.
Min. Interior Lateral design = 5 psf (governs)
De d load of wall = 5 psf
Seismic load = (0.62)(5/1.4 psf) = 2.2 psf
M = 16/12(5.0)(16.0) /8 = 213 ft-lbs.' •
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3 5/8 ".- 20 ga. Good for 440.77 ft. -lbs. O.K. (ESR 2215) .
Deflection = (5)(5.0)16/12)(16) (1728) = .62 =L/310 O.K.
• (384)(29,000,000)(0.5511)
_ . I > Use 3 5/8" - 20 GA. Mtl. studs @ 16" o.c.
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Check Anchorage of ductwork, piping, etc. :
Wt. of all piping, ductwork etc. is less than 25 plf hang from structure above with 12ga. Wire
@ 48" o.c.
Wp = (4)(25) = 100 lbs.
Min. (1) clg. Wire to resist Gravity Loads (170 lbs. max.)
Vertical Siesmic load effect = +/- (0.2)(.62)Wp = 62 lbs.
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•
A' JOSEPH LEWIS, P.E. : Structural Calculations •
II CONSULTING STRUCTURAL ENGINEER House of Hoops •
; ;� 3260 W. HENDERSON RD. SUITE 10 •
COLUMBUS, OH 43220 Washington Square •
Portland, OR 97223 • '
Ph: 614-326-2806 Fx: 614-326-2805
• Total vert. load = 100 + 62 = 162 < 170 lbs. O.K
Lateral Seismic Load = .62 Wp /1.4 = 44 lbs.
Diagonal Braces @ 45 degree angle, T = 44/.707 = 621bs.
62 lbs. <170 lbs. O.K.
Attach to structural framing with beam clamps with retaining strap.
Use min: 12 GA. Wires @ 48" o.c. to support piping,
ductwork, etc.
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DEC 2 0 2011
CITY OF TIGARD
BUILDING DIVISION
SHELVING CALCULATIONS
PREPARED FOR:
HOUSE OF HOOPS
BY FOOTLOCKER
STORE #13142
WASHINGTON SQUARE
9585 S.W. WASHINGTON SQUARE ROAD
SPACE #A14
PORTLAND, OR 97223
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. 1 GINE..'�
TOTAL NO. SHEETS (NOT INCLUDING THIS SHEET): 5 2
DATE: 12/08/2011 r r
Alio OREGON ti
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' J � . JOSEPH LEWIS, P.E. • Shelving Calculations
� CONSULTING STRUCTURAL ENGINEER . House of Hoops '
E. 3260 W. HENDERSON RD. SUITE 10 Washington Square .
En Ph: COLUMBUS, OH 43220 Portland, OR 97223.
Ph:614- 326 -2806 Fx:614- 326 -2805
•
Design Code: OREGON STRUCTURAL SPECIALTY CODE
Referenced Standards
ESR -1917 - Hilti Kwik Bolt TZ concrete anchors
ESR -2196 - Hilti Kwik Pro self drilling screws
Fixed Stock Shelving
Design Loads
Unit Weights (max case):
Unit = 12' -0" H x 4' -0" L x1-0" W = 150 lb
8 Shelves w/ 40. lbs. Capacity Each
Seismic: (per ASCE 7 -05 section 15.5.3)
SS =1.09 S =0.416
Site Class = D (assumed)'
F =1.,1 F„ =1.6
SD = (2 /3)F = 0.799 SD1 = .(2I3)F,S = 0.443
Occupancy Category = II
Seismic Design Category = e
I = 1.25, h = 12' -0 ", C = .02, X = .75, T = T = C, h: _ .129, R = 4
SDS = s p./ Cs - (, 25 C smax = T(A - 1.07 O.K. •
Csmin = .01 O.K.
V = C s W = .25W ;.
Seismic Overturning
Consider two cases:
Case 1 = Wgt of unit plus all levels loaded to 67% capacity.
Case 2 = Wgt of unit plus top shelf only loaded to 100% capacity.
• Case 1:
CG = .5(12' -0 ") = 6' -0" above floor
Y = 6.0', x = .5(1') = .5'
E D = W = (150 Ib) +(8)(40 Ib)(.67) = 364 lb
H E = .25 W = (.25)(364 lb) = 91 lb
EM, = (E /1.4)(y) - (.9D)(x) + R (w) =0 R y1 = -226 lb (leg uplift)
Y p � F R = D - R y , + (.2)(Sos)D =648 lbs.
(If R >= 0, no overturning, if R < 0 = overturning occurs)
• . o Ft„ = E/1.4= 65 lb
R l vv Ry2
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1 .
AIM JOSEPH LEWIS, P.E. • Shelving Calculations _
IN` CONSULTING STRUCTURAL ENGINEER House of Hoops
3260 W. HENDERSON RD. SUITE 10 Washington Square
COLUMBUS, OH - „. Ph: 614-326-2806 43220
4 -326 806 ? Fx x : 614 - 326 -2805 Portland, OR 97223 •
- Fixed Stock Shelving •
Seismic Overturning (cont'd) '
• I ■ Case 2: _ -
' £2 Y, = 6.0', Y2 = 12', x = .5(1') =.5'
D = W, + W2= (150 Ib) +(1)(40 lb) = 190 lb
. E, = .25 Wi = (.25)(150 Ib) = 38 lb
Et E2 = .25 W2= (.25)(40 Ib) = 10 lb
H 1 £ - ► �M0 = ( E1/ 1 . 4 )( Y1 ) +(E2 / (. +R =
Y • Ry1 = -163 lb (leg uplift), E F Y R = 353 lb
D • EF, = R = E1/1.4 +E2/1.4= 34 lb
• •► o Case 1 controls' uplift, Case 1 shear and leg downward load.
R i w ► R .
PUp(design) = 226 Ib, P down(design) = 648 Ib, P,a = 65 lb
P resisted by 2 leg connections per rack = (1/2)(226 Ib) = 113 lb per leg
Pdown resisted by 2 leg connections per rack = (1/2)(648 Ib) = 324 lb per leg
Plat resisted by 4 leg connections per rack = (1/4)(65 Ib) = 16 lb per leg
Anchorage To Floor
• - Base Plate /Clip - 1- 3/4 "x1- 314x3/16" thick bent plate, 3" wide
P uort = 113 lb (per leg), B = plate width = 3 ", b = moment arm = .75 ", Fy = 36 ksi
. 6Pb
t req (7= .08 _ .08 O.K.;
-
Pdown = 324 lb (per leg), = 5.25 ", f p_= P / A = .062 ksi, N = 1.75 ", bf = 3 ", d = 1.5"
n =1/2(B- .8b = in. n' =1/4 db =.53 in. (n = max of n and n')
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f
treq = F =.04" O.K.
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JOSEPH LEWIS, P.E. Shelving Calculations
CONSULTING STRUCTURAL ENGINEER House of Hoops
3260 W. HENDERSON RD. SUITE 10 Washington Square
EEO COLUMBUS, OH 43220 Portland, OR 97223
Ph: 614-326-2806 Fx: 614-326-2805 •
•
Fixed Stock Shelving
Anchorage To Floor (cont'd)
Plate Connection To Post — (2) 1/4"0 TEK Screws
P = 113 lb (per leg) /2 screws = 57 lb /screw •
Pdown = 324 lb (per leg) /2 screws = 162 lb /screw
P lat = 16 lb (per leg) /2 screws = 8 lb /screw
Vtot = \ (up.down) -+' P lat = 172 lb /screw
1 /4'0 Tek Screw: Valiow (in 14 ga)= 497 lb OK (ESR -2196)
Wedge Anchors — (2) 318 "0 Hilti Kwik Bolt TZ (carbon steel)
Assume normal- weight concrete: f'c = 3000 psi
Anchor Embedment = 2" -
P lat =.V = 16 Ib, P = T = 11 lb -
2 anchors: per plate, therefore: •
Vanchor = 8 lb. Tanchor = 57 lb
Anchor allowable loads:
Valiow = 999-lb Tallow = 1006 lb (ESR -1917) (spec. insp. req.)
Anchor spacing and edge distance requirements: •
Min spacing required, e = 2 -1/2" for edge distance >= 3 -1/2" O.K.
Spacing provided = 2 -1/2"
5 5
Anchor Interaction: V 3 + T s = 01 s 1.0 O.K.
Vrr J T J
Check Concrete Slab. Puncture • -. . . ..
Pdown = 324 lb :
V = (1.7) 324 lb = 551 lb
Slab t = 4 ", f'c = 3000'psi (min.) • '
Base•Plate Dimensions: B 3 ", B2 = 1.75"
Concrete shear area = 2(B + B2 )t = 38 in
OV„ = (.85)2 f'� A = 3538 lb O.K.
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t JOSEPH LEWIS, P.E. Shelving Calculations
w, � CONSULTING STRUCTURAL ENGINEER House of Hoops
� ;� 3260 W. HENDERSON RD. SUITE 10 Washington Square
COL UMBUS, OH 43 22 0 Portland, OR 97223
Ph: 614- 3 2 6 - F 614-326-2805
Fixed Stock Shelving
Check Unit Members
Double Rivet Beam Type 2
Per Acro Industries: t = 14 GA = .0747" lx = 0.03 in. ^4
Sx = 0.02 in. ^3 Fy = 36 ksi
Load / Level = 40 lb +20 lb (Self Weight) = 60 lb
Load / Beam = 30 lb
Max. Beam Span = 4' -0"
M = (30 Ib)(48 ")/4 = 0.360 in -k
b/t = (0.9375 ")/(0.0747 ") = 12.55 < 76 /'IFy = 12.67, therefore Fb = .6Fy = 21.6 ksi
Sreq. = (0.360 in- k)/(21.6 ksi) = 0.017 inA3 < Sx min. = 0.02 inA3 O.K.
Double Rivet Beam Type 1
Per Acro Industries: t = 14 GA. lx = 0.22 in. ^4
Sx = 0.13 in. ^3 Fy = 36 ksi
By inspection of Type 2 calcs, Type 1 beam is O.K.
T -Shape Unit Upright
Per Acro Industries: t = 14 GA. = .0747 A = 0.40 in. ^2 Imin = 0.117 in. ^4
Smin = 0.08 in. ^3 Rmin = 0.54 in. Q = Qs = 0.75
Fy = 36 ksi
L = 12 ft
Lateral load per leg = 24 lb
Vertical load per leg = 444 lb (see overturning calculations above)
Bending:
Distributed lateral load per leg = (24 1b)/12 2.0 plf
Mmax = (1/8)(2.0 plf)(12') = 36 lb -ft = 0.432 k -in
f = M/S = 5.4 ksi
I = unbraced length = 48" (max), I /r = (48 ")/(0.54 ") = 89, Cb = 1.0
V102,000 C = 53 1 1510,000 C /F = 119
2 F (I /rT )2
Fb = 3 1,530,000 Cb F y = 17.32 ksi
Or = 0.60F 16.2 ksi (controls) O.K.
Axial:
f = P/A = (324 Ib) /(.40 in = 0.81 ksi
kl /r = (1.0)(48 ")/(0.54 ") = 89 < = J2Tr /QF = 146
F = 11.8 ksi (AISC equations E2 -1 and A- B5 -11)
Combined Axial & Bending:
Unity Check = .40 < 1.0 (Equation H1 -3) O.K.
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I
JOSEPH LEWIS, P.E. Shelving Calculations
CONSULTING STRUCTURAL ENGINEER House of Hoops
E. 3260 W. HENDERSON RD. SUITE 10 Washington Square
COUMBUS, OH EEO PhL614-326-2806 4322
14 -326 806 614 - 326 -2805 Portland, OR 97223
Fixed Stock Shelving
3/4" x 16 GA. Strap X- Bracing w/ 1/4" Bolt Ea. End
Strap:
Theta = tan -1 (4'/12') = 18.43 degrees
Lateral seismic load = 65 lb
Tmax = (65 Ib) /(sin 18.43 deg) = 206 lb
Assume bolt hole = .375" diameter
Agross = (.75 ")(.0598 ") = .045 in Anet = .045 in — (.375 ")(.0598 ") = .022 in
Tall= .6F = 0.60(36 ksi)(.045 in = 969 lb
Tall= . = 0.50(58 ksi)(.022 in = 650 lb O.K.
Bolt: (1/4" dia. A307 bolt, Fv = 10 ksi)
Abolt = (Tr)(0.25'A2)/4 = .049 in
Vail = (10 ksi)( .049 in = 491 lb O.K.
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• i vP2 ( o2i-F7
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lot ' NICK SUNG, P.E.
•
CONSULTING STRUCTURAL ENGINEER
3260 W . HENDERSON RD. SUITE 10
. , / // OH 43
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COLUMBUS, H 220
. .- .. . ... _ .
January 5, 2011
Dan Nelson
City of Tigard
Senior Plans Examiner
Re: Plan Review
Interior Tenant Improvements for Footlocker
9459 SW Washington Sq..
Tigard, OR
Building Permit Number: BUP2011 -00247
In response to the plan review for the above - referenced project, the drawings and calculations for this
project have been modified as follows:
Item 1: Detail H /S1.1 has been revised to indicate the maximum length of the 45- degree
kickers, as well as the location for the weak axis bracing for the kickers at their
mid - point. A calculation for the kickers has been included.
It has been a pleasure to serve you in this matter. Please feel free to contact me if I can be of any
further assistance.
Respectfully. submitted,
C
Joseph Lewis, P.E.
Phone: (614) 326 -2806 / Fax: (614) 326 -2805 / e -mail: lewiseng @rrohio.com
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ClarkWestern Building. Systems •
11 11111 1 11111 11 CW Tech Support: (888) 437 -3244
clarkwestern.com
. - - - • - - ' '2007 North American. Specification - ASD - - -
DATE: 1/5/2012 •
SECTION DESIGNATION: 362S162 -43 [33] Single
Section Dimensions: I
Web Height = 3.625 in
Top Flange = 1.625 in
Bottom Flange = 1.625 in
Stiffening Lip = 0.500 in
Inside Corner Radius = 0.0712 in
Punchout Width = 1.500 in
Punchout Length = 4.000 in
Design Thickness = 0.0451 in
Steel Properties:
Fy = 33.000 ksi I
Fu = 45.000 ksi
Fya = 33.000 ksi
ALLOWABLE AXIAL LOADS
, INPUT PARAMETERS
Overall Stud Length = 20 ft
- Load has not been modified for load type or duration
Member Configuration: SINGLE MEMBER
K -phi (axial) for Distortional Buckling = 0.00 Ib *in /in
TOTAL ALLOWABLE AXIAL LOADS (lb)
WEAK AXIS MAXIMUM CONCENTRIC LOADED
BRACING KL /r LOADING THROUGH WEB
NONE 393
f �'�' r
MID Pt 196
96 8 :'`,' ; ° :� ;• �,
THIRD Pt 166 970 720 I '� S' ° • �"
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Ac-f uoc• 1A-1(k/AL L = 2 ; 2 -6 Lill , Z- ALCcw AR Lt ' 527 Las. .
3(.2.s lb 2- f s t 4 C 0.1.-- wi-1 4 ON '-P7
w4P+1 4' RfZ CI ..)G -
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