Report (2) NISHKIAN DEAN
Consulting and Structural Engineers
FIELD REPORT
DATE August 28, 2015 REPORT No 1
TIME 8:30am PAGE 1 of 5
PROJECT: LaQuinta Tigard Remodel NDI PROJECT No 31492
PRESENT: Ken Oliphant, Nishkian Dean Permit No BUP2015-
Chris Olenyik, Scott Edwards Architects 00127
Reps. from Red Bull Construction,
General Contractor t0,uo (r►^�rµ6u r5- ��
Shirish B. Patel, Owner
General Observations
The hotel remodel is in progress at the upper two floors. Nishkian Dean's field observation was limited to
structural observation of the framing modifications on these floors.
Specific Items
1. The general contractor has not installed the holdowns identified on detail 2/A5.4.
NDI Comment: Install holdowns in accordance with approved drawings.
2. Numerous horizontal gaps were observed between the end of the existing 2x10 floor joists and the
supporting beam (4x10 and PSL). The GC installed a combination of Simpson LUS210 and USP
3US210-TZ(with and without plywood shims) and sistered framing members. Per USP and Simpson
installation guidelines, gaps of up to 1/8"are allowed without requiring a load reduction factor.
NDI observed the following conditions:
a. Gaps up to approximately 1"between joist end and face of beam (see Photograph 1).
ND Repair: At the no-shim condition, the existing hangers (Simpson LUS210 and USP 3US210-
TZ face mount hangers)are acceptable for gaps measuring up to 3/8". For gaps greater than
3/8"and up to 1", remove the existing hanger and install a USP HUS210. See Figure 1 for
horizontal gaps greater than 1"and up to 2". Remove and replace framing at gaps greater than
2".
b. Installation of a plywood shim between the end of the joist and the face of beam. At several
locations, a gap was observed between the end of the joist and the face of the plywood (see
Photograph 2).
NDI Repair:The installation of a plywood shim between hanger and beam is not acceptable.
Remove the plywood shim and existing hanger. Install a USP HUS210 for gaps measuring up to
1". See Figure 1 for gaps greater than 1"and up to 2". Remove and replace framing at gaps
greater than 2".
DISTRIBUTION: Architect: Chris Olenyik,Scott Edwards Architects
Contractor:Owner to FWD to GC
Owner: Shirish Patel
Building Official: Dan Nelson,City of Tigard
The structure has been reviewed to determine general conformance with the approved plans and specifications.
Structural components that are hidden or concealed may be present and cannot be observed,and therefore have not
been reviewed. Note also that at the time of this review construction was ongoing and not yet complete. Items not
explicitly identified in this report have not been reviewed. This report does not constitute a construction guarantee or
warranty.
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c. At larger horizontal gaps (typically greater than 1'�, sistered 2x10's of varying length (typically
less than 4-feet long) were added to the face of the cut 2x10. The sistered member is
connected to the 4x10/PSL with a face mount hanger (see Photograph 3).
ND Repair: The partial length sistered repair is not acceptable. Remove the over-cut framing
and sistered repair and replace with a continuous 2x10 DFL#2 member. Minimum 2"bearing on
wall and connect to 4x10/PSL with USP HUS210.
a
Photograph 1: Gap at Hanger, Photograph 2: Plywood Shim at Hanger
Non-Shim Condition
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Existing 2x10 with excessive
horizontal gap.
Added 2x10 sister. Length
and connection to existing ' :';
x.
2x10 varies.
Photograph 3: Sistered 2x10 Condition
�. .......... ..................... .................................................... ..... ......
' a-A.7 I
(4)at1t}" �.
t _ _
L4x4x4xO'-9"w/
(5)Simpson SDS 4x3"screws to PSL and 2°°Maximum ` S
(5)Simpson 5D5,-'tx2"screws to 2x10 Horizontal Gap
, ........
2•' i__
Figure 1 : ND Repair #3, Gaps greater than 1"
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3. At several locations, the existing wall top plate (perpendicular to the added beam framing on gridline
F) has been severed resulting in a weakened out of plane wall condition (reference Photograph 4).
NDI Comment: Connect the wall top plate to the added post or beam on gridline F in accordance
with repair options shown on Photograph 4.
Repair Option 2: Install 2x shim to
face of PSL/4x10 beam. Connect to
beam with (4) 16d sinkers. Connect
2x shim to top of wall double top
plate with Simpson A35.
j
li r
Repair Option 1: At tight fit between
top plate and new post
(gap less than 1/8"), connect with
Simpson A35.
Photograph 4 : Wall Bracing Required
4. At several locations on the 3rd floor(gridline F/6 and F/12) the existing floor framing is rotated 90
degrees resulting in a single 2x10 receiving increased tributary loading (reference Photograph 5).
NDI Repair: Add a continuous 2x10 to the outside face of the existing 2x10's. Connect to existing
2x10 with (2) rows of Simpson SDS 1/4x3"screws at 16"o.c. Repair existing 2x10 and/or its
connection to the 4x10/PSL as required by Item 2a, 2b, or 2c above.
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k,
r z,
Sistered 2x10
Sistered 2x10,
Far Side of
(E) Joist
Photograph 5: Rotated Framing
5. Within Unit 408, the 4x4 post a gridline F/8 is curved/warped.
NDI Comment: Remove and replace curved/warped post. 4x4 posts to be DFL#1 per general
notes on A5.5.
6. The general contractor identified deteriorated headers
located on the south perimeter wall at the lower levelD tRpr
(ground floor). Door and window headers span 6-feet 144r
maximum with solid wall (no window openings) G ♦ ����
located on the floors above.
NDI Repair: Remove and replace all deteriorated
wall framing including any damaged plywood
sheathing. Use 3 1/2"x 9 1/4"2.0E PSL at door and QQ�
window headers with minimum (2) 2x4 cripples and
(2) 2x4 king studs each end.
L'r<l�IRfi 12/31/11
0 H.WD31492 LaQuinta Framing TigardWD31492 LaQuinta Tigard Field Report 090115.doc
Dan Nelson
From: Chris Olenyik <chris@seallp.com>
Sent: Thursday, May 28, 2015 1:45 PM
To: Dan Nelson
Cc: Kelly Edwards; DOCSBPDX@aol.com
Subject: La Quinta Tigard
Hello Dan,
Below are the questions that you had regarding the shear wall that I was unable to answer at the walkthrough. I have
already sent them to the structural engineer and his response is shown in green.
1. One side of the (e)gwb is attached to hat channels, does that affect the shear capacity of the wall (see the
attached photo)?
Yes, a hat channel would reduce the GWB shear capacity as you would not be able to achieve the required
panel edge nailing. That said,the existing drawings only specify gyp sheathing on one side of the wall at
levels 3 and 4. No issues with this condition.
2. What is the nailing pattern required for the gwb in the shear wall ( they mentioned something about 7" by 7"...)
Reference our"Shear Wall Keynotes", key note 1 (hexagon shape)on sheet A5.4. The keynote states"remove
(e)gyp board (gb) as required to install holdowns. Min 24"x24". Reinstall GB with same thickness. Use 6d
cooler nail (0.092"x1 7/8" long, A" head)at 4"o.c. all panel edges.
3. Does the gwb need to be continuous behind perpendicular walls that end at the shear wall? (See photo) ?
Yes, at shearwalls, plywood or GB must run continuous. We can engineer some special blocking fixes if not
possible but more economical to just require it continuous.
Additionally,the engineer has agree to perform structural observations of the new framing members as you have
requested.
Please let me know if you have any questions.
Thanks,
Chris Olenyik
SIF A
SCOTT I EDWARDS ARCHITECTURE LLP
2525 East Burnside Street Portland,Oregon 97214
p:503.226.3617 f:503.226.3715 www.seallp.com