Specifications (30) 6U/42016e (X)()S-1
CtS76' 5A) "s� S2-4
Dan Nelson
From: Scott Homan <Scott.Homan@callisonrtkl.com>
Sent: Thursday, March 03, 2016 3:18 PM
To: Dan Nelson
Cc: Mike Reading; Craig Klinkam; Grant Seaman; Scott Johnson; Michael Cook; Erik Mueller-
Ali; Karen Stoner; Grant Seaman
Subject: Ben Bridge-Washington Square: revised structural drawings
Attachments: 16066 Permit Revision Narrative_revision2.pdf; 16066 Ben Bridge - Washington
Square_REVISED_SU BMITTAL.pdf
Importance: High
Hello Dan,
Please find attached the revised structural drawings and narrative per our structural engineer's conversation with you
earlier this week. Please confirm receipt. Our GC, Mike Reading, will be in touch to review over-the-counter with you
and we hope this satisfies all of your comments to date so the building permit can be issued.
• Please let us know if you require any additional information.
Thank you,
Scott Homan
AIA, LEED AP
Senior Associate
11 312 542 5974 Direct
+1 206 786 4429 Cell
CALLISQR TKL
A DESIGN CONSULTANCY OF ARCADIS
CallisonRI KI Inc.
200 South Michie an!`avenue,Suitc 1200
Chicago, IL 60604
CallisonRTKL.com
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1
13228 NE 20th Street, Suite 100, Bellevue, WA 98005-2049
Phone (425) 614-0949 Fax (425) 614-0950
AUE Bellevue, WA I New York, NY
March 3,2016
Dan Nelson
Senior Plans Examiner
City of Tigard
Tigard,Oregon
RE: Ben Bridges Washington Square
AUE No: 16066
Building Permit#BUP2016-00051
Dear Mr.Nelson,
The following is a response to the structural items discussed over the phone.
• There was some confusion regarding the definition of"O.W.J.":the teen is short for'`Open Web Joist".
• The spacing and required layout of the unistrut was incorrect. It has now been revised to the correct spacing requirements and the note
has been revised to indicate that new unistrut is only required where new wires do not align with (E) framing and where soffit or
compression stud members are installed.
• The compression stud and soffit bracing details have been revised to show maximum heights and lengths. In addition, the soffit
bracing detail has been altered to allow for splicing.
• Regarding the standard notes regarding field adjustments,those are variations on industry standard notes that are typically covered in
the structural general notes. AUE's policy is to include them on every plan sheet on TI and remodel projects.
In addition, the ceiling framing has been revised per the contractors request to have the upper ceiling framing continue over the lower
ceiling. The compression stud is considered braced in both directions at the upper ceiling.
Minor edits were made to properly indicate detail specifications.
No revised calculations have been provided. With the transition from a single 43 mil brace to a double 33 mil brace,the soffit bracing is
OK by inspection.
Please feel free to contact me if you have any questions regarding this narrative.
Sincerely,
AUE
Karen M.Stoner,P.E.
Senior Engineer
(425)502 5075
CALLJSON TKL
A O€SIO I Oo sULTAI cY OF ARCADIS
- PERMIT RESUBMITTAL NARRATIVE riPc
r:Cfiv r
26 February 2016
Ben Bridge Store:Washington Square ry' 201
6
Callison Project Number: 006-090940.00 1 ti1(' , _
See below for a narrative of responses to the permit review comments: 1GI �� rN
PERMIT REVIEW COMMENTS:
1. Comment:Construction requirements for suspended ceiling systems are found in the Oregon
Building Codes Division website under Statewide Code Interpretations dated 4/20/2007. (see
interpretations(structural)at www.bcd.oregon.gov)
Response: Refer to structural for compression strut details for the 30'-0"deck above on sheet S-004.
Architectural details C1 & E1/A-802 reference CISCA 3-4(figures 2, 3,4, and 5) and ASCE 7-10 section
13.5.6.
2. Provide calculations and construction details including seismic bracing details for non full height
partitions,suspended ceilings and any ceiling soffits as well as ceiling clouds. Note:The roof
structure may be approximately 30'above the finished floor. Please note roof structure height
at wall details on plans. OSSC 106.1
Response: Refer to structural sheet S-004.
3. Please provide calculations and construction details for the storefront construction. Every
structure, and portion thereof, including non structural components that are permanently
attached to structures and their supports and attachments,shall be designed and constructed
to resist the effects of earthquake motions in accordance with ASCE 7 as modified by Section
1613.7. The seismic design category for a structure is permitted to be determined in accordance
with Section 1613 or ASCE 7. OSSC 1613.1
Response:Veneer tile ST-1 and ST-2 at the storefront are 3/8"thick veneer tile,which will replace the
existing veneer tile (no change in load).They are installed with thinset over tile backer board (refer to
detail A8/A-301). Refer to spec section 093000 for tile installation specifications. Refer to structural for
new framing details/connections and tile backer board fastener specification. Refer to sheet 5-003.
CALLISON ARCHITECTS, P.C.
1420 FIFTH AVENUE #2400 SEATTLE, WASHINGTON 98101-2343
- T 206 623 4646 F 206 623 4625 www.callison.com
13228 NE 20th St, Suite 100, Bellevue, WA 98005
Phone (425) 614-0949 Fax(425) 614-0950
{
AUE
STRUCTURAL CALCULATIONS FOR:
FEB 29 ?_016
lig IN nIVISION
Ben Bridge Washington Square
9585 SW Washington Square Road, Portland, OR
97223
Client: ��c �o PN OFFSs/�
CALLISON �0'EGON
A#� AMdA 0.• OOYrAMY •,
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rCAI_LISON ARCHITECTS, P .C. 9� 1 UNSO
www_cal�aeon �Q EXPIRES: 06/30/16
1420 Fifth Avenue #2400
Seattle, WA
By
Karen M. Stoner, P.E.
Brian Unsderfer, S.E., SECS
AUE No. 16066
Date 2/26/2016
IBC Seismic I
I Non-Structural Systems I IBC 2012
Risk Category: H Standard-Occupancy Building Fa= 1.11 Sms= 1.084
Ss= 0.978 hn= 15 ft Fv= 1.58 Sml= 0.669
Sl= 0.4251 Ct= 0.02
Ie= 1.00 SDC: D Sds= 0.723
Sdl= 0.446
Site Class= D
Zipcode: I 97223 I Use User Input I
Seismic Variables from USGS Seismic Variables from User Input
Max Loc Max
Ss= 0.9954 45.47,-122.75 Ss= 0.9780
S1= 0.4291 45.47,-122.77 S1= 0.4250
PGA= 0.4342 45.47,-122.75
Min Loc
Ss= 0.9546 45.42,-122.84
51= 0.4208 45.42,-122.8
PGA= 0.4196 45.42,-122.84
ISee ASCE 13.3 Non Structural Systems I
-Ceilings -Interior Walls
A3.Cantilever Elements(Unbraced or Braced to Structural Frame Below its Center of
A14.Ceilings-All
Mass)-Parapets and Cantilever Interior Non-Sdnctural Wa s
Ap= 1.0 z= 15.00 ft IP=
1.0 Ap= 2.5 z= 15.00 ft Ip= 1.0
Rp= 2.5 h= 15.00 ft Rp= 2.5 h= 15.00 ft
S2o= 2.5 S2o= 2.5
Fp= 0.35 *WpI Fp= 0.347 *Wp I Fp= 0.87 *Wp I Fp= 0.868 *Wp
Fp max= 1.16 *Wp Fp max= 1.16 *Wp
Fp min= 0.22 *Wp With Overstrength factor: Fp min= 0.22 *WpI Fid Overstrength
factor:
I Fp= 0.868 *Wp
A2.Interior Nonstructural Walls and Partitions-All other walls and partitions
Ap= 1.0 z= 15.00 ft Ip=
1.0 Ap=- z= 15.00 ft Ip= 1.0
Rp= 2.5 h= 15.00 ft gp=-
h= 15.00 ft
S2o=..
S2o= Fp.= 0.35 *Wp I Fp= 0.347 *Wp I Fp= #VALUE! *Wp I Fp= #VALUE! *Wp I
P=
Fp max= 1.16 *Wp Fp max= 1.16 *Wp
Fp min= 0.22 *Wp With Overstrength factor: Fp min= 0.22 *Wp With Overstrength factor:
I Fp= 0.868 *Wp I I Fp- #VALUE! *Wp I
13228 NE 20th St,Suite 100,Bellevue,WA 98005
Project: Ben Bridge Washington Square Pg.No: C&C Seis 1
Address: 9585 SW Washington Square Road,Portland,OR Date: 2/26/16
AUE Client: Callison Job No.: 16066
Braced Soffit Drop
V 90#
y
A
V
Lateral load= 2.2555 psf I 173# 90# A
Gravity Load= 6.5 psf < > 90# V
Stud spacing= 16 in
Brace Spacing= 48 in
-4 1 j:
-4 1
•
Vertical Studs: 20.00 ft
j1
Moment= 1.8044 k-in 1
—
Try: 362S137-33 (33ksi)
Mallow= 4.59 k-in OK -4 f ,,..
(from SSMA catalog) V c.
Ix= 0.48 in4 < >
deflection= 0.78 in .0# =Point load to align with brace
• =L/ 309 > 240 OK
Bottom Track to span between braces
N/A-horiz, strongback provided, OK by inspection
Connection at brace:
Axial load in brace= 128 #
Allowable Shear of #8 in 33mi1= 164.00 lb
screws req'd= 0.78
Connection of brace to deck
Seismic load factor= 1.4
Factored shear= 178.6265 #
factored tension= 0 #
Try: (3)#10 screws to angle(angle OK by inspection)
Shear Cap= 789 #
Tension Cap= 327 #
Check Unity= 0.226396 < 1.0 OK
Check bending of clip
N/A-attaches to plate gusset
13228 NE 20th St,Suite 100,Bellevue,WA 98005
Project: Ben Bridge Washington Square Pg.No: Soffit-1
Address: 9585 SW Washington Square Road,Portland,OR Date: 2/26/16
AVE Client: Callison Job No.: 16066
Connection at vert:
Tension load in stud= 264 #
Allowable Shear of #8 in 33mil= 164.00 lb
screws req'd= 1.61
Connection of VERT @ brace to deck
Seismic load factor= 1.4
Factored shear= 42.10267 #
factored tension= 369 #
Try: 1/2"bolt to(E) strut
Shear Cap= 500 #
Tension Cap= 500 # Assumed minimum values
Check Unity= 0.822155 < 1.0 OK
Check bending of clip
N/A-square washer provided
Check bending of track for dead load only
P= 86.67 ea side
span = 2.50
Moment = 54 #-in
Use min 43 mil clip
b= 12.00 in
t= 0.05 in
Fy= 33000 psi
S, btA2/6= 0.00 in^3
Moment capacity 0.75*Fy*S= 100.7 #-in > 54.17 OK
Connection of VERT to deck
shear= 0.00 #
tension= 173.33 #
Try: (2)#8 to ea. stud
Allowable Shear of #8 in 43mi1= 244.00 lb
Fasteners req'd= 0.710383
13228 NE 20th St,Suite 100,Bellevue,WA 98005
Project: Ben Bridge Washington Square Pg.No: Soffit-2
AUE Address: 9585 SW Washington Square Road,Portland,OR Date: 2/26/16
Client: Callison Job No.: 16066
11101
Single Soffit Drop
Lateral load= 6.94 psf(cant.)
Lateral load= 17.36 psf(cant.)
Gravity Load= 20 psf 47#
A M'
Stud spacing= 16 in ��';
DL/Brace Spacing= 16 in
Front vertical stud: 3.00 ft
Moment= 0.31248 k-in
1I
Try: 250S137-33 (33ksi) 1
Mallow= 3.1 k-in OK —3
(from SSMA catalog)
lx= 0.2 in4 ,{ ;.
deflection= 0.01 in 47#
=L/4950 > 240 OK V ' " '
Bottom stud 1.25 ft
Moment= 0.05425 k-in , 97#
TRY 250S137-33 (33ksi)
Mallow= 3.1 k-in OK
lx= 0.2 in4
deflection= 0.00 inch
=L/ 72986 > 240 OK
Connection at brace:
Axial load in brace= 47 #
Allowable Shear of #8 in 33mil= 164.00 lb
screws req'd= 0.28
Rear vertical stud
Total height= 14.00 ft
Moment= 2.76 k-in
Try: 362S162-43 (33ksi)
Mallow= 7.34 k-in OK
(from SSMA catalog)
lx= 0.71 in4
deflection= 0.37 in
=U 459 > 360 OK
Note: Deflection shown is based on LL conditions only.
Per conversation with Arch., (E)finish material is being
replaced w/like and has not had issues to date despite
LL deflection exceeding manufacturer recommendations.
Finish damage is anticipated during code level
seismic event. Seismic deflection = U331.
13228 NE 20th St,Suite 100,Bellevue,WA 98005
Project: Ben Bridge Washington Square Pg.No: Soffit-1
AVE Address: 9585 SW Washington Square Road,Portland,OR Date: 2/26/16
Client: Callison Job No.: 16066
T. Support of Ceiling Grid
Wire Supports
Support spacing= 4 ft x 4 ft
Dead Load of Ceiling= 6 psf
Axial Load on Each Wire= 96 lbs
Check 12 GA Wire
Diameter of 12 GA= 0.1046 inch
Area of 12 GA Wire= 0.0086 sq inches
Stress= 11 KSI
Use 12GAWire
(Allow Stress in Wire= 35 KSI > 11 KSI For typical Ceiling Supports
Use HILT!CEILING CLIPS ESR-2892
Tension Load Req'd= 96.00 lbs
Allow Tension= 100 OK
Seismic Bracing of Ceiling
209.87 lb
V= 209.87
1 L
Ceiling Weight to calc lateral force= 6 PSF 209.87
1
V = 0.347 W Strength Vertical Load
V= 0.243 W Working Stress 210
Trib area for lateral load= 144 sqft =12*12
Trib Dead Load,W= 864 #
Lateral Load= 209.87 LBS
Axial load in brace= 296.79 LBS
#8 wood screws,2"penetration min 0.46 specific gravity
Allow shear= 83 #
Number of screws req'd= 3.58
#8 wood screws,2"penetration min 0.46 specific gravity
Allow tension= 148.5 #
Number of screws req'd= 2.00
Allowable Shear of #8 in 18mil= 66 lb
number of#8reqd. = 4.50
Allowable Shear of #8 in 30mi1= 141 lb
number of#8reqd. = 2.10
13228 NE 20th St,Suite 100,Bellevue,WA 98005
Project: Ben Bridge Washington Square Pg.No: Ceiling-1
Address: 9585 SW Washington Square Road,Portland,OR Date: 2/26/16
AVE Client: Callison Job No.: 16066
BRACE DESIGN
Brace Span= 19.00 feet hole spacing= 24
KLy=KLt= 19 ft hole depth= 1.5
hole length= 4
Axial Load= 210 # A= 0.34 in2
J= 0.23 x1000 in4
TRY 3625162-4; Fy= 33 ksi Cw= 0.376 in6
xo= -1.297 in
Calculate axial capacity m= 0.782 in
a) Check flexural buckling ro= 2.036 in
Fe,= 2.09 ksi p= 0.594
b) Check flexural-torsional buckling Lu= 3.54 ft
Fe2= 2.9 ksi G= 11300 psi
governing Fe= 2.1 ksi ax= 11.7 ksi
Fn= 1.83 ksi at= 3.3 ksi
Compute Effective Area S162 43.00 mil t= 0.0451 R= 0.0712
flange= 1.625 in w/t= 30.9
lip= 0.5 in D/w= 0.359
Check flange w= 1.3924 in S= 162.4
k= n/a Fcr= n/a ksi la= n/a Is= n/a
effective,b= 1.3924 in R1= n/a n= 0.333
Check lip w= 0.384 w/t= 8.5
k= 0.43 Fcr= 158.4 ksi A= 0.107597
effective,b= 0.3837 in
Check web hole w= 0.944 w/t= 20.9 depth= 3.62 in
k= 0.43 Fcr= 26.2 ksi
effective,b= 0.944 in
Ae(inA2)= 0.272
Allowable Axial= 277 # OK
13228 NE 20th St,Suite 100,Bellevue,WA 98005
Project: Ben Bridge Washington Square Pg.No: Ceiling-2
AUE Address: 9585 SW Washington Square Road,Portland,OR Date: 2/26/16
Client: Callison Job No.: 16066
February 16, 2016
RE: TENANT IMPROVEMENT
Project Information
Building Permit: BUP2016-00051 Construction Type: 2-B
Address: 9516 SW Washington Sq. Occupancy Type: M
Area: 2620 Sq. Ft. Stories: 1
Name: Ben Bridge Sprinklers: Yes
The plan review was performed under the State of Oregon Structural Specialty Code
(OSSC) 2014 edition; 2014 Oregon Fire Code. Please respond to conditions below.
1) Construction requirements for suspended ceiling systems are found in the
Oregon Building Codes Division website under Statewide Code
Interpretations dated 4/20/2007. (see interpretations{structural} at
www.bcd.oregon.gov)
2) Provide calculations and construction details including seismic bracing details
for non full height partitions, suspended ceilings and any ceiling soffits as well
as ceiling clouds. Note: The roof structure may be approximately 30'
above the finished floor. Please note roof structure height at wall details on
plans. OSSC 106.1
3) Please provide calculations and construction details for the storefront
construction. Every structure, and portion thereof, including non structural
components that are permanently attached to structures and their supports
and attachments, shall be designed and constructed to resist the effects of
earthquake motions in accordance with ASCE 7 as modified by Section
1613.7. The seismic design category for a structure is permitted to be
determined in accordance with Section 1613 or ASCE 7. OSSC 1613.1
When responding, provide an itemized letter stating in what way each numbered
issue has been addressed in the revision.
When submitting revised drawings or additional information, please attach a copy of the
enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City
of Tigard in tracking and processing the documents.
Respectfully,
Dan Nelson
Senior Plans Examiner
(503) 718-2436
dann@tigard-or.gov