Specifications MEc2a23-a6 g35
OFFICE COPY 1560 1) t m nv-th %t•
Sheet 1
Butler Job No. 27-0923-127 Project Kyuramen Date 10/1/23
Consultin , Inc. Client Kaly Construction&Design Subject Cover Page By MEB
STRUCTURAL CALCULATIONS RECEIVED
Kyuramen Tenant Improvement OCT 0 4 2023
Vent Hood & Architectural Features CITY OF TIGARD
7500 SW Dartmouth Street Suite 150 BUILDING DIVISION
Tigard, Oregon
for
Kaly Design & Construction
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I EXPIRES 12-31-2023
October 1, 2023
These structural calculations are for the supoport of 3 vent hoods and anchoring of interior
architectural features for Kyuramen in the building located at 7500 SW Dartmouth Street in
Tigard, Oregon. All new structural components were designed in accordance with the
2022 Oregon Structural Specialty Code. The weight of the added components is small
compared to the overall building weight and will have no significant impact on the overall
building framing, foundation or lateral loading.
Butler Job No. 27-0923-127 Project Kyuramen Sheet 2
Date 9/29/23
Consulting, Inc. Client Katy Construction&Design Subject Vent Hood By MEB
Vent Hoods
Vent Hood 1 1,003 lb Customer Side
Vent Hood 2 476 lb Prep Side - Left
Vent Hood 3 898 lb Prep Side - Right
Hang from added ceiling joists between partition walls
• �••N N
m u com
Vent i Vent
Hood 2 � Hood 3
Vent
_ , _ Hood1
B3
Beam B1 B2 B3
Span = 9.50 ft 9.50 ft 19.00 ft
OH = - ft - ft - ft
P1 = 119.0 lb VH3 224.5 lb VH2 250.8 lb VH2
X- P1 = 5.00 ft 5.00 ft 6.50 ft
P2 = - lb - lb 250.8 lb
X- P1 = - ft - ft 18.33 ft
R1 = 56.4 lb 106.3 lb 173.8 lb
R2 = 62.6 lb 118.2 lb 327.7 lb
Section 800S200-33 800S200-33 (2)800S200-33
MMax 281.8 ft-lb 531.7 ft-lb 1,129 ft-lb
fb = 2,576 psi 4,860 psi 5,161 psi
OX = 0.026 in 0.050 in 0.210 in = 2L/1.086
Use 800S200-33 Use 800S200-33 Use (2) 800S200-33
Butler Job No. 27-0923-127 Project Kyuramen Sheet 3
Date 10/1/23
Consulting, Inc. Client Kaly Construction&Design Subject Seismic Anchorage By MEB
Seismic Anchorage
Seismic Loading
FP = 0.4 pSnsW (1 + 2z/h)
Rp/IP
aP = 1.00
RP = 2.50
Ip = 1.00
0 , , per USGS Seismci Hazard Map for
SS = 0.94
Lat 45.4530°, Long 122.7537°
SOS = 0.770
h = 22.00 ft
Vent Hoods Vent Hood 1 Vent Hood 2 Vent Hood 3
W = 1,003 lb 476 lb 898 ;b
z = 8.67 ft 8.67 ft 8.67 ft
RT°p-' 0.7FP = 155 lb 73 lb 138 lb
RTOP = 30.5 lb 14.5 lb 27.3 lb
o RBOt = 46.9 lb 22.2 lb 42.0 lb
EN`" �- V MMax = 406.2 ft-lb 192.7 ft-lb 363.6 ft-lb
RB°t _ bo
00 Section 550S162-43 550S162-43 550S162-43
fb = 7,157 psi OK 3,396 psi OK 6,408 psi OK
Japanese Torii Decoration
Designed by others
Design attachment to wall
Component Section Length Unit Wt 1 Qty Weight j Height Wt x Ht
i
Curved Top Boards14x12 15.5 9.57 2 297 10.29 3,053
Top Beams 8x14 12.21 24.6 1 1 300 9.56 2,871
Mid-Beam 8x8 10.5 13.7 ! 1 144 6.875 989
Posts 12x12 ! 10.25 32.1 2 658 5.125 ' 3,373
Total 1 1,399 7.35 110,286
Trib Wt = 699 lb
RTOD z = 7.35 ft
0.7FP = 80 lb
� �
Brace @ ea post
CVo l■�
`4 V RTop = 13.4 lb
it
n
I. RBOt = 26.8 lb
RB, .
MMax = 197.0 ft-lb
Stud 550S162-43
fb = 3,471 psi OK
Sheet 4
Butler Job No. 27-0923-127 Project Seismic Anchorage Date 10/1/23
Consultin , Inc. Client Kaly Construction&Design Subject Vent Hood By MEB
Seismic Anchorage (Cont)
Honeycomb Seating Enclosure
Framing designed by others
Design attachment to floor
Component i Section Length ' Unit Wt j Qty Weight i Height Wt x Ht
(ft) (plf) _ � - I (lb) 1 ft-lb
Upper Steel Frame C4x7.25 23.94 7.25 2 347 9.52 3,305
Upper Joists 2x4 21.21 1.3 8 221 11.5 2,537
Upper Cover 1/2" P/W 9.28 2 ! 1 1 19 12.9 239
Upper Rear Cover 1'/2" P/W 43.1 j 2 1 86 9.52 821
Lower Steel Frame C4x7.25 17 7.25 4 I 493 3.52 1,735
Lower Joists 2x4 17 1.3 12 265 2.92 774
Lower Cover Joists;2x4 3.375 1.3 12 53 6.19 326
Lower Cover 1/2" P/W 16.17 2 1 I 32 6.4 207
Lower Rear Cover 11/2" P/W 42.24 2 1 1 84 3.04 257
Lower Floor Joists 2x4 17 1.3 12 265 0.15 40
Lower Floor Covert/2" P/W 16.17 2 1 32 0.33 11
Total 1 1 1 1,898 5.40 10,251
Int.Cover 12x4 Deck 8.82 7.25 1 ! 4 6.375 28
Int. Floor Frame C4x7.25 3.21 7.25 ! 4 93 9.73 906
Int Floor Joists 2x4 3.21 1.3 11 46 2.92 134
Int. Floor 1/2" P/W 15.38 2 1 31 3.17 i 98
Int. Rear Cover 12x12 41.86 2 1 84 5.92 496
Stairs 2x Treads 13.52 8 1 108 1.59 171
Railing 2x 20.55 4 2 164 4.13 678_
Total Interior ! 530 4.73 2,511 ,
Ends Interior
Trib Wt = 949 lb 1,214 lb
z = 5.40 ft 5.26 ft
W FP (Ult) = 174 lb (Ult) 221 lb (Ult)
MOT = 5,126 ft-lb 6,381 ft-lb
V X = 2.67 ft-lb 2.67 ft-lb
ROL = 474.4 ft-lb 607.0 ft-lb
RBot RE = 1,920 lb 2,390 lb
X R 1.1 D + E = 2,442 psi OK 3,058 psi OK
R R R 0.9D - E = (1,493) psi OK (1,844) psi OK
Use (2) 1/2" x 4" screw anchors
See Simpson Anchor designer printout in appendix
SIMPSON Anchor Designer TM Company: Butler Consulting,Inc. Date: 10/1/2023
Engineer: Mark Butler Page: 1/5
S Software Project: Kyuramem
Version 3.2.2309.2 Address: 12501 SE Scott Screek Lane
Phone: (503)970-23256
E-mail: mark@bciengineering.com
1.Project information
Customer company: Kaly Design&Construction Project description:Tenant Improvement
Customer contact name:Ken Yu Location:7500 SW Dartmouth Street,Tigard,Oregon
Customer e-mail: Fastening description:Anchorage to floor
Comment:Anchorage of honeycomb seating enclosure
2.Input Data&Anchor Parameters
General Base Material
Design method:ACl 318-19 Concrete: Normal-weight
Units: Imperial units Concrete thickness,h(inch):5.00
State:Cracked
Anchor Information: Compressive strength;fe(psi):3000
Anchor type:Concrete screw 4)c,v: 1.0
Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present
Diameter(inch):0.500 Supplemental edge reinforcement:Not applicable
Nominal Embedment depth(inch):3.250 Reinforcement provided at corners:No
Effective Embedment depth,hef(inch):2.350 Ignore concrete breakout in tension:No
Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No
Anchor category: 1 Ignore 6do requirement:Not applicable
Anchor ductility:No Build-up grout pad:No
hmm(inch):5.00
cac(inch):3.56 Base Plate
Cm;,,(inch): 1.75 Length x Width x Thickness(inch):3.00 x 7.00 x 0.25
Smin(inch):3.00
Recommended Anchor
Anchor Name:Titen HD®-1/2"0 Titen HD,hnom:3.25"(83mm)
Code Report:ICC-ES ESR-2713
VA 11 \ \
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor DesignerTM Company: Butler Consulting,Inc. Date: 10/1/2023
Engineer: Mark Butler Page: 2/5
S Software Project: Kyuramem
-�" Version 3.2.2309.2 Address: 12501 SE Scott Screek Lane
Phone: (503)970-23256
E-mail: mark@bciengineering.com
Load and Geometry
Load factor source:ACl 318 Section 5.3
Load combination: not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension: 17.10.5.2 not applicable
Ductility section for shear: 17.10.6.2 not applicable
f!o factor:not set
Apply entire shear load at front row:Yes
Anchors only resisting wind and/or seismic loads:No
Strength level loads:
N.[lb]: 1844
Vuax[lb]:205
Vuay[lb]:0
M.[ft-lb]:0
Muy[ft-lb]:0
Muz[ft-lb]:0
<Figure 1>
� ems `�-
41,
205
w
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for piausibwty.
Svnpson Strong-Tie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor DesignerTM Company:Engineer: M ButlearkrButler Consulting,Inc. Date: 10/1/2023
Page: 3/5
Strong-Tie Software Project: Kyuramem
Version 3.2.2309.2 Address: 12501 SE Scott Screek Lane
Phone: (503)970-23256
E-mail: mark@bciengineering.com
<Figure 2>
ter;
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—-- .,-,---,.-1,,,..1,-- 1,-,V.,,e-c-A,z i,e1,,,,,,Kg P"-:'-'-' ,/,:VIt4.-1-,,,-,,,, ,zig.,w.,,W V21-4..to t.,-.4,44-ar,7;,,, ,--,-,Ittp 8
,:,„„ ke`c.f,,;#4,,''',r j't:',3! ,t1.4,,,r,—, :e4.:t;.4 rtmir.,zia„,,,,,,,,i,,,43--.*:.A„,:rig---,44,7t,-,7,,4-4-4,-..„-_-:,,,,,,f7.1,-,N, 8
`- ? p t a'�
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00 CO
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Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com
SIMPSON Anchor Designer TM Company: Butler Consulting,Inc. Date: 10/1/2023
Engineer: Mark Butler Page: 4/5
S+ " Software Project: Kyuramem
Version 3.2.2309.2 Address: 12501 SE Scott Screek Lane
Phone: (503)970-23256
E-mail: mark@bciengineering.com
3.Resulting Anchor Forces
Anchor Tension load. Shear load x, Shear load y, Shear load combined,
Nua(lb) V.(Ib) Vuay(Ib) 4(Vuax)2+(Vuay)z(Ib)
1 777.6 86.3 0.0 86.3
2 1066.3 118.7 0.0 118.7
Sum 1843.9 205.0 0.0 205.0
Maximum concrete compression strain(%o):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(Ib): 1844
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e';o(inch):0.37 I
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.38 0 1 Y 2
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00
4.Steel Strength of Anchor in Tension(Sec.17.6.1)
Nse(Ib) 0 ONsa(Ib)
20130 0.65 13085
5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.21
Nb=kola''/cherl 5(Eq.17.6.2.2.1)
kc Ra f c(psi) her(in) Nb(Ib)
17.0 1.00 3000 2.350 3354
0 t 75 (A•• rA- T • ` ej,N`f'nW Ae Sec.17 5.1 2& 17.6 2.1a).75�P.Cbs- �� ,��, ,goo)�ec.;a w,N. -q. y
ANc(in2) ANce(in2) Ca,min(in) Y'ec,N c Wed,N Y'c,N Y'cp,N Nb(lb) ¢ 0.750Ncbg(Ib)
83.19 49.70 - 0.905 1.000 1.00 1.000 3354 0.65 2476
8.Steel Strength of Anchor in Shear(Sec.17.7.1)
Vsa(Ib) Ogout 0 tbgroutbVsa(Ib)
4790 1.0 0.60 2874
10,Concrete Pryout Strength of Anchor in Shear(Sec.17=7.31
gVcpg=OkcpNcbg=Okcp(ANc/ANco)Wec,NY'ed,NY'c,N'I'cp,NNb(Sec. 17.5.1.2&Eq.17.7.3.1b)
kcp ANC(in2) ANco(in2) Y'ec,N Wed,N y'c,N iF'cp,N Nb(Ib) 0 0Vcpg(Ib)
1.0 83.19 49.70 0.904 1.000 1.000 1.000 3354 0.70 3552
11.Results
input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: Butler Consulting,Inc. Date: 10/1/2023
Engineer: Mark Butler Page: 5/5
.0 4 Software Project: Kyuramem
Version 3.2.2309.2 Address: 12501 SE Scott Screek Lane •
Phone: (503)970-23256
E-mail: mark@bciengineering.com
Interaction of Tensile and Shear Forces(Sec.17.8)
Tension Factored Load.N.(Ib) Design Strength,oNn(Ib) Ratio Status
Steel 1066 13085 0.08 Pass
Concrete breakout 1844 2476 0.74 Pass(Governs)
Shear Factored Load,V.(Ib) Design Strength,oVn(Ib) Ratio Status
Steel 119 2874 0.04 Pass
Pryout 205 3552 0.06 Pass(Governs)
Interaction check Nua/ONn Vua/OVn Combined Ratio Permissible Status
Sec. 17.8.1 0.74 0.00 74.5% 1.0 Pass
1/2"Q Titen HD,hnom:3.25"(83mm)meets the selected design criteria.
12.Warnings
-Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.5.2 for tension
need not be satisfied—designer to verify.
-Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need
not be satisfied—designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com