Specifications T u.pzo )3- ooZ601
I2 ooh s' ) Ma rl
CONSULTING 503. .4
503.222248.926453 3
E N G I N E E R S vlmk @vlmk.com
3933 SW Kelly Avenue • Portland . OR • 97239-4393 www.vlmk.com
STRUCTURAL CALCULATIONS
for
DR. SIERK DENTAL TI
DRIVE THRU
12000 SW Main Street
Tigard, OR
for
Norwest Contractors
PO Box 25305
Portland, OR 97225
t��`;=D PPQF-4,„Z
CP, ON
=.�- ;-
EXPIi FES: G-33-2019 I
Prepared By: Stephen Stenberg, E.I.T.
VLMK Job Number: 20130564
December 12, 2013
I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•StudieslEvaluations•Entitlement
VI_MK Consulting Engineers, Inc.
Structural Calculations DC-1
Dr. Sierk Dental TI Drive Thru
Dr. Sierk Dental TI
Drive Thru
12000 SW Main Street
Tigard, OR
VLMK JOB NO. 20130564
STRUCTURAL CALCULATIONS FOR BUILDING PERMIT
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Lateral Load Design L-1 thru L-8
DESCRIPTION OF STRUCTURAL SYSTEM
The 'Dr. Sierk Dental TI Drive Thru' project consists of the renovation of an existing
building located on 12000 SW Main Street, Tigard OR. The scope of work includes the
infill of an existing drive thru canopy structure. This package includes structural
calculations verifying the adequacy of the existing shear walls to resist the out-of-plane
loads.
***LIMITATIONS***
VLMK Consulting Engineers was retained in a limited capacity for this project. The design
is based upon information provided by the client, who is solely responsible for the
accuracy of the information. No responsibility and/or liability is assumed by, nor is any
to be assigned to, VLMK Consulting Engineers for items beyond that shown in this
Structural Calculation Package.
File:G:1 Acad2 01 31201 30564\CalculationslPhase 2 Drive Thru\20130564-DC Drive Thru.docx Page 1
Printed:December 11,2013
Structural Calculations DC-2
Dr. Sierk Dental TI Drive Thru
DESIGN CRITERIA
CODES:
2010 Oregon Structural Specialty Code
(Based on the 2009 International Building Code)
DESIGN LOADS:
Live Loads:
Roof Snow Load
Flat Roof Snow Load, Pf 25.0 psf
Snow Drift As Required
Dead Loads:
Roof (Panelized)
Roofing (new and future) 4.0 psf
Insulation 1.5 psf
Sheathing (5/8" plywood) 1.8 psf
Sub-purlins (max 3x6 at 24") 1.2 psf
Joists 3.0 psf
Girders 1.0 psf
Mechanical and Electrical 1.0 psf
Miscellaneous 1.5 psf
Total Roof Load 15.0 psf
Wall Weights -
Wood-stud Exterior Walls 15.0 psf
Wind:
Basic Wind Speed (3-second gust) 95 mph
Wind Importance Factor, Ir„ I = 1.0
Occupancy Category II
Wind Exposure B
Internal Pressure Coefficient GCD; _ +/- 0.18
Seismic:
Seismic Importance Factor 1.0
Occupancy Category II
Mapped Spectral Response Accelerations Ss = 94.4%
Si = 33.9%
Site Class D
Spectral Response Coefficients Sds = 70.6%
Sdi = 38.9%
Seismic Design Category D
Basic Seismic force resisting system(s) Light Framed Wood Wall
Seismic response coefficient(s) C5 = 0.078
• Response modification factor R = 6.5
Analysis procedure used Equivalent Static
File:G:1Aced201 312 01 30 5 641CalculationslPhase 2 Drive Thrul20130564-DC Drive Thru.docx Page 2
Printed:December 11,2013
Design Maps Summary Report http://geohazards.usgs.gov/designmaps/us/summary.php?template=mini...
Design Maps Summary Report I L_s I
• User-Specified Input
Report Title Dr. Sierk Dental TI
Tue October 8,2013 20:16:45 UTC
• Building Code Reference Document 2006/2009 International Building Code
(which utilizes USGS hazard data available in 2002)
Site Coordinates 45.43295°N, 122.76682°W
Site Soil Classification Site Class D -"Stiff Soil"
Occupancy Category I/II/III
1 , 14.0 a i:r:`..�.. `3,i e T. . ti � # i' r = i
adz S t .} �1 } °. i � . d �
r k f a 4f aF3- tK
a� h
• + a ,-X t .._ r �
y; R
31 i •
j
USGS-Provided Output
S = 0.944 g SMS = 1.060 g SD$ = 0.706 g
S = 0.339 g S 0.584 g SD1 = 0.389 g
MCE Response Spectrum Design Response Spectrum
1.10 0.72
0.99 0.64 _.
0.00
0.51
0.77
0.40
a 0.66 1 a
1 0.40
ass ; ta
0.32
0.44
a n
024
0.22 0.11
0.11 0.D0
a00 0.00
0.00 0.20 0.40 0.617 0.00 1.00 1.20 1.40 1.60 1.00 2.00 0.00 D.20 D.40 0.60 0.00.1.00 1.20 1.40 1.69 1.00 2.00
Period,T(sec, Period.T(sec)
•
Akhough this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the.acaracy of
the data contained therein.This tool Is not a substitute for technical subject-matter knowledge.
1 of 1 10/8/2013 1:18 PM
CONSULTING P 503.222.4453 Job Dr. Sierk Dental -TI
E-N G I N E E R S F 503.248,9263 Job No. 20130564
3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 10/13
Vv www.vlmk.com
v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No L-2
Wind Loads - Main Wind-Force Resisting Systems
Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 -Simplified Procedure)
Exposure Category [Section 6.5.6.3]
Kn = Topographic Factor [Figure 6-4]
I = Importance Factor[Table 6-1]
Roof Slope = Degrees
•
V = ; Basic Wind Speed 3-Second Gust [Figure 6-1]
Per ASCE 7-05, 6.4.2.1 and Figure 6-2
Horizontal Loads
Height Adjustment End Zones Interior Zones
(ft) A (psf) (psf)
Wall (A) Roof(B) Wall (C) Roof(D)
15 1.00 14.4 -7.5 9.5 -4.5
20 1.00 14.4 -7.5 9.5 -4.5
•
1
CONSULTING 503.222.4453 Job Dr. Sierk Dental - TI
E N G I N E E R S 503.248.9263 Job No. 20130564
3933 SW Kelly Avenue • Portland • Oregon 97239-4314 vlmk @vlmk.com Date 10/13
. www.vlmk.com
v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. L-3
Wind Loads - Main Wind-Force Resisting Systems
Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 -Simplified Procedure)
-
/ f
'- � -
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0.--� .-
f.t c
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Comer --......, 0 ti 1._ ,.."..r. I
Transverse , .
4 a k.‘i,\.s. \.* 1 ,1..ie..#•,1
Longitudinal
End Zone Length [Figure 6-2/Note #10]
L = Least Horizontal Dimension
h = Mean Roof Height
2 ft- Smaller of 10% of Least Horizontal Dimension
6 ft Smaller of 40% of Mean Roof Height
1 ft Not Less Than 4% of Least Horizontal Dimension
3 ft Not Less Than 3 ft
2a = 6 ft End Zone Length -
CONSUNG Job W-' G(e-(2 4 t' V G T1-i• 1
VLMK ENGINLETEIRS C -,t N`JP-"`'•1'
Job NoiCJl30S-44 By K-1"u-
• 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 1Z( III I-3 Sheet No. L--gi"
Date Q 503.222.4453 503.248.9263 0
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V L M K E N G I N E E R S Chant N°�''=�T
• 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 '�b`V ``� -_
P 503.222.4453 503.248.9263 Q Date 121■���� sheet No.
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V L M K CONSULTING P 503.222.4453 Job Dr. Sierk Dental TI
E N G I N E E R S F 503.248.9263 Job No. 20130564
3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com
• �'� www.vlmk.com Date 10/13
v3.02-Software Copyright 2013 VLMK Consulting Engineers. All Rights Reserved. Sheet No. L-
Wood Shearwall Overturning Analysis
Based on the 2009 International Building Code
ROOF/FLOOR LOAD
Design Input P
Floor DL . : psf
Roof DL - psf lir WAS HEIGH
Wall DL = psf•Tolerance � Ibs �^
Holdown Offset = . In (see Note 3)
Load Combination =
SDs = short period factor P up+ WIDTH .?
Notes: 1. Input Seismic loads as 0.7E values.
2. Input Wind loads as 1.0W values.
3. Holdown Offset measured from centerline of holdown to end of wall.
4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted.
5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements
and post size &capacity considering effective post height.
Shearwall Overturning Design,
Wall (W)ind Roof Floor holdown Uplift Total
Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift
(ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (1b-ft) (Ibs) (Ibs) Holdown Required
Drive Thru Exterior Line
,s'pr ° w > , f A k i 'r 13376 5472 ,,
1054 DTT2Z
2-7
SIMPSON Anchor DesignerTM Company: VLMK Date 10/9/2013
Engineer: SMS Page: 1/2
Strong-Tie Software
Strong Project: Dr.Sierk Dental-TI
• Version 2.0.4896.6 Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Naa(lb) Vaax(Ib) Vuay(Ib) I(Vuax)2+(Voay)2(lb)
1 1961.0 0.0 0.0 0.0
Sum 1961.0' 0.0 0.0 0.0
Maximum concrete compression strain(%o):0.00
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):1961
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'rtt(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'ny(inch):0.00
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
Ma(Ib) 0 ON.(Ib)
8095 0.75 6071
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2).
Nn=kc14foher1 s(Eq. D-7)
ke A f (psi) her(in) Nn(Ib)
17.0 1.00 2500 4.000 6800
0Nm=0(AN./An.)ne,NYcNWon,NNn(Sec. D.4.1 &Eq.D-4)
Ank(in2) Anion(in2) 'Yee,N Vc,N 'fcp,N Nn(Ib) 0 ,ONw(Ib)
108.00 144.00 0.850 1.00 1.000 6800 0.65 2818
6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.31
rk,or= rk,rrfshort-rermKsal
rx.cr(psi) fshort-term Ksof nca(psi)
995 1.00 1.00 995
Nao=rx,Q2rdaher(Eq.D-16f)
zk„(psi) di.(in) her(in) Nao(Ib)
995 0.50 4.000 6252
ON.=0(ANa/ANao)'Ye1Ne`'ewoNeo(Sec.D.4.1 &Eq.D-16a)
ANa(in2) ANao(in2) y%qN, Svp,Na Nao(Ib) 0 ¢N•(Ib)
108.00 144.00 0.850 1.000 6252 0.55 2192
•
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:925.5%0.9000 Fax:925 847.3871 www.strongtie.com
I
1- e
SIMPSON Anchor DesignerTM Company: VLMK Date 10/9!2013
Engineer: SMS Page: 2/2
Software
StrongTie Project: Dr.Sierk Dental TI
• Version 2.0.4896.6 Address:
Phone:
E-mail:
11.Interaction of Tensile and Shear Forces(Sec.D.71
Tension Factored Load,N.(Ib) Design Strength,eNn(Ib) Ratio Status
Steel 1961 6071 0.32 Pass
Concrete breakout 1961 2818 0.70 Pass
Adhesive 1961 2192 0.89 Pass(Governs)
SET-XP w/112"0 A193 Gr.B8/B8M(3041316SS)meets the selected design criteria.
12.Warnings
-Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in
shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3.
-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.corn
bui2ZO ►3- 1502 1
VLMKCONSULTING 503.222.4453
E N G I N E E R S 503.248.9263
vlmkOvlmk.com
3933 SW Kelly Avenue . Portland • OR . 97239-4393 www.vlmk.com
STRUCTURAL CALCULATIONS
for
DR. SIERK DENTAL
TENANT IMPROVEMENT
12000 SW Main Street
Tigard, OR
for
Norwest Contractors
PO Box 25305
Portland, OR 97225
'(ocTU 1 A�'/'s
5„00 PRO,cer,
S'EGO
G
7- 23 ti
[EXPIRES: 6-30-20/S ,
Prepared By: Stephen Stenberg, E.I.T.
VLMK Job Number: 20130564
October 09, 2013
I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entillement
VLMK Consulting Engineers. Inc.
r ,
Structural Calculations DC-1
Dr. Sierk Dental — Tenant Improvement
Dr. Sierk Dental
Tenant Improvement
12000 SW Main Street
Tigard, OR
VLMK JOB NO. 20130564
STRUCTURAL CALCULATIONS FOR BUILDING PERMIT
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Lateral Load Design L-1 thru L-9
DESCRIPTION OF STRUCTURAL SYSTEM
The 'Dr. Sierk Dental — TI' project consists of the renovation of an existing building
located on 12000 SW Main Street, Tigard OR. The scope of work includes the addition of
multiple interior and exterior walls and the removal of (2) exterior walls at the front
entry of the building. This package includes structural calculations verifying the
adequacy of the existing shear walls to resist the out-of-plane loads.
• ***LIMITATIONS***
VLMK Consulting Engineers was retained in a limited capacity for this project. The design
is based upon information provided by the client, who is solely responsible for the
accuracy of the information. No responsibility and/or liability is assumed by, nor is any
to be assigned to, VLMK Consulting Engineers for items beyond that shown in this
Structural Calculation Package.
File:G:lAcad2013\20130564tCalwla4onst20130964-DC.doa Page 1
Pr.nted.October 09.2013
Structural Calculations DC-2
Dr. Sierk Dental — Tenant Improvement
DESIGN CRITERIA
CODES:
2010 Oregon Structural Specialty Code
(Based on the 2009 International Building Code)
DESIGN LOADS:
Live Loads:
Roof Snow Load
Fiat Roof Snow Load, Pr 25.0 psf
Snow Drift As Required
Dead Loads:
Roof (Panelized)
Roofing (new and future) 4.0 psf
Insulation 1.5 psf
Sheathing (5/8" plywood) 1.8 psf
Sub-purlins (max 3x6 at 24") 1.2 psf
Joists 3.0 psf
Girders 1.0 psf
Mechanical and Electrical 1.0 psf
Miscellaneous 1.5 psf
Total Roof Load 15.0 psf
Wall Weights
Wood-stud Exterior Walls 15.0 psf
Wind:
Basic Wind Speed (3-second gust) 95 mph
Wind Importance Factor, IH, Iw = 1.0
Occupancy Category II
Wind Exposure B
Internal Pressure Coefficient GC„; = +/- 0,18
Seismic:
Seismic Importance Factor 1.0
Occupancy Category U
Mapped Spectral Response Accelerations S5 = 94.4%
S1 = 33.9%
Site Class D
Spectral Response Coefficients Sd5 = 70.6%
Shc = 38.9%
Seismic Design Category D
Basic Seismic force resisting system(s) Light Framed Wood Wall
Seismic response coefficient(s) CS = 0.078
Response modification factor R = 6.5
Analysis procedure used Equivalent Static
Fie:G:4A;ad201 3120 1 3 05541Calculation!420130564-DC.do x Page 2
Printed October 08,2013
Design Maps Summary Report http:/lgeohazards.usgs.gov/designmaps/us/summary.php?template=mini...
LUSGS Design Maps Summary Report L--1-
User-Specified Input
Report Title Dr. Sierk Dental TI
Tue October 8,2013 20:16:45 UTC
Building Code Reference Document 2006/2009 International Building Code
(which utilczes USGS hazard data available in 2002)
Site Coordinates 45.43295°N, 122.76682°W
Site Soil Classification Site Class D - "Stiff Soil"
Occupancy Category I/II/111
1.- _-;� ,-„ Jiic7Rre[ a 4 t x 't
- . verto 1=04
--?
,ref- ry..i. 7 3 k.` ,_, 4 J•
alt r► , �v&-y - , .
' L _ s -
r" - ' _ i"
- - Ittnap _ F .- _''4. rd r _
i s' .. 1 .••
4, o= 1.' .
4
- err-. ie' -_
.., -:• _ �_ _ ._. . .__. _..�
�^'IF
' �
z*Von L i _-- -v
p� a s x� - t
i k w -- - r t �--'° . l3
. -..�.m 11dP4aest
USGS-Provided Output
SS = 0.944 g S = 1.060 g S05 = 0.706 g
Si = 0.339 g SMI = 0.584 g S0 = 0.389 g
MCE Response Spectrum Design Response Spectrum
1.10 0-72
0.99 0.61
0.22 0.56
0.77
0.45
C 0.66 r to
H 0.55 t IA 0.40 )
D.32
0.44
0.73 0.24
0 22 0.16
0.11 0.06
0.00 0.00
0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 ZOO 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.50 2.00
Period, T Isec) Period,T Isec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
I oft 10/8/2013 I:18 PM
CONSULTING P 503.222.4453 Job Dr. Sierk Dental -11
VLMK
ENGINEERS r 503.248.9263 Job No. 20130564
3933 SW Kelly Avenue Portland • Oregon 97239-4393 vlmk @vlmk.com Date 10/13
• '�'� www.vlmkcom
v2.00-Software Copyright 2010 V1.111(Consulting Engineers. All Rights Reserved. Sheet No. "2
Wind Loads - Main Wind-Force Resisting Systems
Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 - Simplified Procedure)
Exposure Category [Section 6.5.6.3]
KZt =rte:',`:.-s'gy='~ _Topographic Factor [Figure 6-4]
I =1- j` i01-->=Importance Factor [Table 6-1]
Roof Slope Degrees
V =tWO----577W07-tI,:-Basic Wind Speed 3-Second Gust [Figure 6-1]
Per ASCE 7-05, 6.4.2.1 and Figure 6-2
Horizontal Loads
Height Adjustment End Zones Interior Zones
(ft) A (psf) (psi)
Wall (A) Roof(B) Wall (C) Roof (D)
15 1.00 14.4 -7.5 9.5 -4.5
20 1.00 14.4 -7.5 9.5 -4.5
ING I S03.222.4453
Job M E N G s N ETE R S r 503.248.9263 Job No. 220130564 Dental --1-1
3933 SW Kelly Avenue • Portland • Oregon 97239-4314 E www.v vlmk @ mkvlmk,com com Date 10/13
v2.00-Software Copyright 2010 VLMK Consultlng Engineers. All Rights Reserved. Sheet NO. Z'3
Wind Loads - Main Wind-Force Resisting Systems
Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 -Simplified Procedure)
"
ter -.
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s , Cotner
Longitudinal
End Zone Length(Figure 6-2/Note #10]
t
L = 5 Least Horizontal Dimension
h = 5 t: Mean Roof Height
2 ft Smaller of 10% of Least Horizontal Dimension
6 ft Smaller of 40% of Mean Roof Height
1 ft Not Less Than 4% of Least Horizontal Dimension
3 ft Not Less Than 3 ft
2a = 6 ft End Zone Length
CONSULTING job Di. 5xe,ck 04-s-14 ►r
E N G I N E E R S Client .Pcrays,er fo.�sT
.Job No. Zia'1G470 Y gy 5,1 g
• 3933 SW Kelly Avenue • Portland • Oregon 97239-4393
gi 503.222.4453 503.248.9263 ® °ate io,//3 sheet No. L-41
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3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job Na. ZoI3asr,y By SMS
GI 503.222.4453 503.248.9263 0 Date )n/,3 Sheet No. L-5
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• 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Jobrvo. 707i30S4Y By 5/16
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CONSULTING 503.222.4453 Job Dr. 5ierk Dental TI
V T . M K E N G I N E E R S 503.248.9263 Job No. 20130564
3933 SW Kelly Avenue Portland Oregon 97239-4393 vlmk @vlmk.com Date 10/13 •
• www.vlmk.com
v3.02-Software Copyright 2013 VLMK Consulting Engineers. All Rights Reserved. Sheet No. L )
Wood Shearwall Overturning Analysis
Based on the 2009 International Building Code
ROOF/FLOOR LOAD
Design Input p _ . T=T=1`ZUZIZTTZTT=T=
Floor DL =RV psf
Roof DL = 15 O ..psf + W
WTALL
IE[GI-i
Wall DL ==_f5.0__psf
Tolerance = Ibs
Holdown Offset =-_6D== in (see Note 3)
Load Combination =
SOS = : ._.r=:short period factor p wron►
Notes: 1. Input Seismic loads as 0.7E values.
2. Input Wind loads as 1.0W values.
•
3. Holdown Offset measured from centerline of holdown to end of wall.
4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted.
5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements
and post size &capacity considering effective post height,
ShearWUall.Overturning Design
Wall (W)ind Roof Floor holdown Uplift Total
Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift
(ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (1b-ft) (Ibs) (Ibs) Holdown Required -
Line 1 _
µ,1 1W �.9' =24r W 4� W0... LT-strep= 25047 6616 WE ' 1961 STHD14
Line B
�31_fJ 8 mm W 7.43.E _0 0 -vo downy 12617 5676 957 DTT2Z
(M. )
5'04 o'V '111•41"-Z£E Aa•✓'
(741-4-0•1/ 3,sca
—B
SIMPSON Anchor DesignerTm Company: VLMK Date: 10/9/2013
Engineer: SMS _Page: _ 1/2
Strong-Tie Software Project: Dr.Sierk Dental-TI
• Version 2.0.4896.6 Address:
Phone:
E-mail:
3.Resultlrlg Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N. (Ib) Vo..(Ib) V..,(Ib) Y(V...)a+(V.ay):(lb)
1 1961.0 0.0 0.0 0.0
Sum 1961.0• 0.0 0.0 0.0
Maximum concrete compression strain(%o):0.00
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):1961
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'H.(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
4.Steel Strength of Anchor in Tension(Sec.D.5.11
N,e{Ib) 0 ¢•:.(Ib)
8095 0.75 6071
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21
Nb=kci1 4fcher'•S(Eq.D-7)
kc Pc(psi) he(in) Nb(lb)
17.0 1.00 2500 4.000 6800
0Nco=0(Ark/ANco)VagN T'c,N'rp,nrvb(Sec.D.4.1 &Eq.D-4)
Ark(in2) ANCO(in2) y%,N 'Yc,N V.p,N Nb(Ib) ¢ 9Nm(Ib)
108.00 144.00 0.850 1.00 1.000 6800 0.65 2818
6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.31
rkc= nr,of,barrlemrKsa!
nca(psi) f,aoy term Kre! rkc(psi)
995 1.00 1.00 995
N.0= rkvrrdaher(Eq.D-161)
rk,or(psi) do(in) her(in) Na0(Ib)
995 0.50 4.000 6252
0Na=¢(AN,/ANao)Vcamc%NAL('(Sec. D.4.1&Eq.D-16a)
AN,(in2) AN.o(in2) yr gr„ gjp,Na Nao(Ib) 0 ¢Na(Ib)
108.00 144.00 0.850 1.000 6252 0.55 2192
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strcrg-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:525.847.3871 www.stronghe.com
1- 1
SIMPSON Anchor Designer TM Company: VLMK Date. 10/9/2013
Engineer: SMS Page: 2/2
Strong-Tie Software Project: Dr.Sierk Dental-71 •
Version 2.0.4896.6 Address:
Phone:
E-mail:
it Interaction of Tensile and Shear Forces(Sec.D.71
Tension Factored Load,N.(Pb) Design Strength,iaNr.(Pb) Ratio Status
Steel 1961 6071 0.32 Pass
Concrete breakout 1961 2618 0.70 Pass
Adhesive 1961 2192 0.89 Pass(Governs)
SET-XP w/1/2"0 A193 Gr.B8/B8M(304/316S5)meets the selected design criteria.
12.Warninas
-Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength In
shear for SET-XP adhesive anchor is limit to 2,500 psi per 1CC-ES ESR-2508 Section 5.3.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleanino 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.
oanpson Strong-Tie Company lac. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.8473871 w •w.strongtie.com