Report (23) Dan Nelson
From: Roger Brockway <roger@esigc.com>
Sent: Tuesday, March 29, 2016 9:07 AM
To: Dan Nelson
Cc: Branden Taggart
Subject: FW: Scan Data from XC-A08EEE
Attachments: img-329080151-0001.pdf
March 29, 2016
Building Permit#BUP 2015-00112/JIBC
Dan Nelson:
Dan Good morning:
Attached is the information from American Buildings Company/engine and Gary Lewis(foundation engineer) required
for us to move the std.X bracing which is currently located between grid lines E and D to between lines E and F of grid
line 1 (north elevation) or our pre-engineered metal building.
As you know this is a common (in the field type of modification) when there is a conflict with a personnel door or
window location. We have contacted Carlson Testing to perform their inspections of the welds for the new connection
plate to the building column at line F and the relocation of the anchor shoe to the concrete, when completed.
Please call me on my cell if you have any questions,or you can call Gary Lewis on his cell phone 503-805-5586. He is
currently working from home recuperating from open heart surgery. SPECIAL. fir, w£�? P'`` yURED
State of O, ,r u cru a1 Sp ci y Code
Thanks very much for your h
Respectfully, 1: CeD1(2-
❑ Concrete and Reinforcing Steel
City of Tigard
A : ,•,, Pians olts Installed in Concrete
B r%,►�F,� �� 0 Special Moment-Resisting Concrete Frame
Roger Brockway Date
President eib 0
❑ Reinforcing Steel&Prestressing Steel Tendons
ESI Construction and Suppl Me
Structural Welding
10875 SW Herman Road VISIO ❑ High-Strenght Bolting
Tualatin OR 97062-0833
503-968-3118 Office
Structural Masonry
503-968-6639 Fax OFFICE COPY ❑ Reinforced Gypsum Concrete
503-341-1888 Cell ❑ Insulating Concrete Fill
www.esiconstruction.net
❑ Spray Applied Fire-Resistive Materials
❑ Pipings, Driled Piers and Caissons
Original Message
❑ Shotcrete
From: WorkCentre 7120 [mailto:Scans@nwghelpdesk.com]
Sent: Tuesday, March 29, 2016 8:02 AM ❑ Special Grading, Excavation and Filling
To: Roger Brockway<roger@esigc.com> ❑ Smoke-Control Systems
Subject: Scan Data from XC-A08EEE
❑ Other Inspections
ESI Construction Inc. Office Phone: 503-968-3118 Office Fax: 503-968-6639
1
r, V
AMERICAN BUILDINGS
A r11-11=MR COMPANY
2260 Tenaya Dr.
Modesto,CA 95354
(209)236-0580 Fax: (209)236-0588
March 21, 2016
ABC Job No.: W15G0032
Project Name: 8500 SW Spruce, Tigard, OR
Mr. Brockway
The following are response to your request dated 3/18/2016.
Per attached page 2,we checked the new brace location attaching to column at grid F the
column strength is not affected. Note that the revised foundation check with the new brace
location is not by ABC.
_coo PROft.e
Arturo Magana, P.E. 40 �dtN '4 ��
Q• 90 PE
7,p>, ,yOREU�ON y V.
,Y1620 J?
490 MAG PNP 3/21
EXPIRES:12/31/(t'v
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Standard Welds
Weld Details for Rod Brace to Angle
BRACING WELD ROD
BWR
110111111 I'��I�
N.
6" BRACING CONNECTOR CLIP
BCC
AB5—G4 r'
For Rods =3/4" to 1 1/2" 3"
For Rods = 5/8" * 3"
*Add 1/4" reinforcing fillet per AB4—F1
U
U
•
Weld Details for Rod Brace to Flat Bar
BRACING WELD ROD
BWR
ED-
111,111111.1=- -
6" BRACING CONNECTOR PLATE
BCP
AB5—G5 Rod
For Rods = 3/4" to 1 1/2" N 3"
For Rods = 5/8" * 3"
*Add 1/4" reinforcing fillet per AB4—F1 v'
Revised July 23, 2012 Page 29
LEWIS &
VAN VLEET
principals
chris c. van vleet, p.e.
Bary j. lewis, p.e.
TO: Roger Brockway/ESI
FROM: Gary J. Lewis, S.E.
DATE: March 28, 2016
R E: Japanese International Baptist Church
Bracing location revision and attachment
We have reviewed the proposed revision relocating the bracing from the D-E bay to the E-F bay at JIBC. The attachment
to the Grid E column was designed by the building engineer, and is acceptable to us as designed. The attachment to the
perimeter footing at grid E.5 has been designed by us,and calculations for the anchors are attached. Use(4)7/8"
diameter A36 threaded rods in the existing bracing shoe,spaced 3"and 9" and embedded a minimum of 12" into the
concrete.Attach using Simpson SET adhesive with special inspection. Since the brace cable still attaches to the column
but on the opposite face,the uplift reaction at the column does not change and the original anchor bolts are adequate.
The foundation reaction for the brace cable that goes to the footing is the same as previous location,and the continuous
footing is adequate,with the continuous reinforcement providing breakout confinement at the anchors. Revision is
acceptable for the concrete foundation.Gary J.Lewis,S.E.
f. (t.\\cj PAOFF
/ l�I\ rA\/Q
*psi
JREG' ., •
Of 1.4
f ?�, 3i
f it11ES
EXPIRES 12-31-2016
CONSULTING ENGINEERS
1 8660 S.W. BOONES FERRY ROAD
TUALATIN, OREGON 97062
(503) 885-8605 PHONE
(503) 885-1 206 FAX
Signature Certificate g
Rl htSl nature
g
Document Reference: 'l r. Easy Online Document Signing
Gary Lewis
Party ID PS4XCTIVSIRX9BUEXNRM53
IP Address 98 246 164.14 �..�/�,'�
t:l gjle I is d?lvvi coal �/
rim;;rr;iin!C a, k ab4e8f8032bead863c4c8a016bc8a7c596e04703 'III�jN■uLto ni` gR{y„S tl III
Timestamp Audit
All parties have signed document. Signed copies sent to:Gary Lewis and Gary
J Lewis.
Document signed by Gary Lewis(gjlewis@lvvi.com)with drawn signature.-
166.176.186.71
Document viewed by Gary Lewis(gjlewis@Ivvi.corn).-98.246.164.14
Document created by Gary J Lewis(gjlew s@lvvi.com).-98.246.164.14
• This signalllre page pr ovitids 1 record c;f i fi °n'ine
�� � d(_tivlty execdtjng thi :onlydct, Page 1 of 1
SIMPSON Anchor DesignerT" Company: Lewis&Van Vleet,Inc. Date: 3/28/2016
Ergineer: GJL Page: 1/4
• Software Project: JIBC
Ston.I.ie
Version 2.0.5090.42 Address: 18660 SW Boones Ferry Road,Tualatin,OR
Phone: 503-885-8605
E-mail:
1.Proiect information
Customer company: ESI Project description:Bracing anchorage
Customer contact name:Roger Brockway Location:Tigard,OR
Customer e-mail: Fastening description:7/8"bracing anchors with SET
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-08 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):24.00
State:Cracked
Anchor Information: Compressive strength,T<(psi):3500
Anchor type:Bonded anchor 4'C.v. 1.0
Material:F1554 Grade 36 Reinforcement condition: B tension,B shear
Diameter(inch):0.875 Supplemental reinforcement:Not applicable
Effective Embedment depth,her(inch):12.000 Do not evaluate concrbreakout in tension:Yes
Code report:ICC-ES ESR-2508 Do not evaluate concreteete breakout in shear:Yes
Anchor category:- Hole condition:Dry concrete
Anchor ductility:Yes Inspection:Periodic
h,<(inch):16.38 Temperature range:1
c„(inch):22.68 Ignore 6do requirement:Not applicable
C,;"(inch):1.75 Build-up grout pad:No
S,,„"(inch):3.00
Base Plate
Length x Width x Thickness(inch):12.00 x 6.00 x 0.50
Load and Geometry Z
Load factor source: ACI 318 Section 9.2
Load combination: not set
Seismic design:Yes 33606
Anchors subjected to sustained tension: No ,
Strength reduction factor for brittle failure,0, 04
Apply entire shear load at front row: No '�f
PPy � �3..;
Anchors only resisting wind and/or seismic l0 1 x fi
zi
<Figure 1>
4 ss '' � '' oIb
'',�
i},..•"` } '�fi �rr Oft-Ib
'142: '''!:4!&4 *
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iZI1���
Q 15,099
#Y .a
ti
OREGON ,�
7.'Fp.
i1
rl • :3. lam.
Jr1 NI ES
EXPIRES 12-31-2016
•
Input dots and results must be checked for agreement with the existing circumstances,the stondord:and guidaelincs must he checked nor plausibility.
5956 W.Las Pestles Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtic.com
SIMPSON Anchor Designer TM Company. Lewis&Van Vleet, Inc. Date: 3/28/2016
Engineer: GJL Page: 214
strmt'tT a Software Project: JIBC
Version 2.0 5090.42 Address: 18660 SW Boones Ferry Road,Tualatin,OR
Phone: 503-885-865
E-mail:
Figure 2>
^ �*
`"t» ;�
' lilt':-, t, '
I:31
0
N
12.00 - 12.00
Recommended Anchor
Anchor Name:SET-XP® SET-XP w/7/8"0 F1554 Gr.36
Code Report Listing:ICC-ES ESR-2508
k
,:}.rpt 1
i
1
I.
1
1 •
i
1
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
,Strong-h 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 vrnw.strongtic.com
1
SIMPSON Anchor Designer TM Company: Lewis&Van Vlect,Inc. Date: 3/28/2016
Engineer: GJL Page: 3/4
Strong-Tie Software Project: JIBC
Version 2.0 5090.42 Address: 18660 SW Boones Ferry Road,Tualatin,OR
e
Phone: 503-885-8605
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N„0(Ib) V,O,(Ib) Vu,y(Ib) v(V„0.)2+(V,,2y)z(Ib)
1 840.0 920.0 0 0 920.0
2 B40.0 920.0 0.0 920.0
3 840.0 920.0 0.0 920.0
4 840.0 920.0 0.0 920.0
Sum 3360.0 3680.0 0.0 3680.0
Maximum concrete compression strain(16):0.00 <Figure 3>
Maximum concrete compression stress(psi):0 01 02
Resultant tension force(Ib):0
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,a N,(inch):0.00
Eccentricity of resultant tension forces in y axis,e'Ny(inch):0.00 ,/
Eccentricity of resultant shear forces in x-axis,e'v,(inch):0.00
Um-
Eccentricity cf resultant shear forces in y-axis,e'vy(inch):0.00
x'Ilr
04 03
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
N.(lb) 4 ON.(lb)
26795 0.75 20096
6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.3)
Tkcr= TkcrfsM1on-ta,mKsataN.3ea
Th..,(psi) fsrwn-rem, Km aN,m Tko,(psi)
700 1.00 1.0D 0.80 560
Nao=rk.nrdAI(Eq.D-16f)
rkc,(psi) da(in) her(in) Nao(Ib)
560 0.88 12.000 18473
0.750 4Na9=0.75404(ANa/ANao)y'ed,NaY'gNaY'0c,N0Y'o,NaNao(Sec.D.3.3.3,D.4.1 &Eq.D-16b)
AN,(in`) ANao(int) '!'edN, YQN, Y'cc,Na '4,N, N0o(Ib) 4 0.754o4Nx. (lb)
621.77 365.39 1.000 1.274 1.000 1.000 18473 0.55 6605
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
tan,.,,- .t :1' „i 1r .,nn-,y i' 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: Lewis&Van Vlect,Inc. Date: 3/28/2016
Engineer: GJL Page: 4/4
Stro�rlle Software
�e Project: JIBC
Version 2.0.5090.42 Address: 18660 SW Boones Ferry Road,Tualatin,OR
e
Phone: 503-885-8605
E-mail:
8.Steel Strength of Anchor in Shear(Sec.D.6,1)
Vs.(lb) cq,o„r 0 tAsets iv,ouf(AV sews 0V„(Ib)
16080 1.0 0.65 0.68 7107
10.Concrete Prvout Strength of Anchor in Shear(Sec.D.6.3)
0.75ytvOVcpq=0.75s6aqiminika,N,g;krpNcbg =0.7500 m nIk,(An./Ae oJ'/ed,Nx l'.Na Pee N,Vp,N,Nao;km(Arx/ANee)TecN'Fed NY'c,N`/'cP,NNb (Eq.
D-30b)
kq, AN.(in2) Ae&(in2) y'.drv, '/'e,Na i�.N, '/',Na N,o(Ib) Na(Ib)
2.0 621.77 365.39 1.000 1.311 1.000 1.000 18473 41197
Ark(int) Awe.(in2) l...N 'FON '/c,N I,F,N Nt(Ib) Net(Ib) ¢
891.00 576.00 1.000 1.000 1.000 1.000 19233 29752 0.70
0.7540V, (Ib)
12496
11.Interaction of Tensile and Shear Forces(Sec.D.7)
Tension Factored Load,N.(ib) Design Strength,mN.(lb) Ratio Status
Steel 840 20096 0.04 Pass
Adhesive 3360 6605 0.51 Pass(Governs)
Shear Factored Load,V.(Ib) Design Strength,aVn(ib) Ratio Status
Steel 920 7107 0.13 Pass
Pryout 3680 12496 0.29 Pass(Governs)
Interaction check N./ON„ Vva/014 Combined Ratio Permissible Status
Sec.D.7.3 0.51 0.29 80.3% 1.2 Pass
SET-XP w17/8"(2)F1554 Gr.36 with hef=12.000 inch 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.
-Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option.Refer to ACI 318 Section
D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required.
-Concrete breakout strength in shear has not been evaluated against applied tension load(s)per designer option.Refer to ACI 318 Section
D.4.2 1 for conditions where calculations of the concrete breakout strength may not be required.
-Desigrer 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.
ti ern it, ,_ ,t,,;...!, Ili, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 vvvvw.slrongtie.com
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• Signature Certificate RightSignature
Document Reference: i r Easy Online Document Signing
Gary Lewis
Party ID ZLUPVWIPF1383D3AZLESEY
IP Address. 98 246 164.14
ve:of 1r1 E.r:Vt cern
r�icril,I Fi j„ „int chr�F :.n, ab4e8f8032bead863c4c8a016be8a7e596e04703 1111 0,BIMPOMIN 6"i 11111
Timestamp Audit
All parties have signed document. Signed copies sent to:Gary Lewis and Gary
J Lewis.
Document signed by Gary Lewis(gjlewis@Ivvi.com)with drawn signature.-
166.176.186.71
Document viewed by Gary Lewis(gjlewis@Ivvi.corn).-98.246.164.14
Document created by Gary J Lewis(gjlew.s@Ivvi.com).-98.246.164.14
•
Eh. a
i This signature page provides a record of the online
' � achvitv executing this ei_intract. Page 1 of 1