Plans — 1 , , ' - E N 12480 SW 68th Ave.
111 — COL RECEIVED Tigard, Oregon 97223
Phone: 503-968-9994
5tructuraL Engineering MAR 6 2 012 Fax: 503 - 968 -8444
CITY OF TIGARD
February 28, 2012 BUILDING DIVISION
CITY, OF TIGAD
Approved .. PDT
Cassandra Skelley . .
Y Conditionally Approved [ ]
Portland Premier Realty See Letterto: Follow [ ]
10600 SE Mcloughlin Blvd, Suite 211 Att. hed
Milwaukie, Oregon 97222 permit Nu ter.
Addres • ' . . •
Re: Structural Assessment By: A Date: ® 2_
14880 SW 83
Approved plans
Project #12049
shall be on job site.
Cassandra: OFFICE ICE COPY
At your request, a representative of Hayden Consulting Engineers performed a limited
site visual observation at the property address listed above.
PURPOSE OF REPORT
The purpose of this observation was to provide a structural assessment based on the
observable as -built conditions as it pertains to an unpermitted single -story addition to
an existing single family home.
OBSERVATIONS
The following general observations were made during the course of our observation:
• The property is single story, ranch style, wood framed over a crawlspace.
• The existing roof framing was noted as composed of premanufactured wood
trusses at approximately 24" on- center (o /c).
• The addition area was observed at the north end of the building, behind (east)
of the garage, infilling what appears to have been formerly a side patio area.
The addition extended the north side of the house approximately 9' -6" from the
face of the original exterior wall.
• Construction of the roof framing for the addition was observed as comprised of a
combination of 2x8 rafters (north) and 2x4 stub rafters (south), forming a new roof
ridgeline to the north of the original trussed roof ridge.
Hayden Consulting Engineers, Inc.
Page 2 14880 SW 83rd (#12049) 2/28/2012
OBSERVATIONS, continued:
• A timber - framed pony wall supporting the ridge was constructed and bears
directly onto the existing roof rafters. This load point did not appear to coincide
with an existing truss panel point.
• Existing roof sheathing was removed through most of the overframed trusses.
• A glulam beam, approximately 3 1/8" x 16 '/" was observed over the kitchen
area, spanning between 8' - 0" and 15' - 10" based on exact bearing point as-
located in the partition wall below.
• Existing roof trusses at the GL Beam appear to have been cut and re -hung with
Simpson LUS24 hangers, although at least one truss was observed without a
hanger.
• The 2x8 rafters were observed as generally clear- spanning from the ridge to the
bearing walls at the existing north wall of the house, and the new north wall of
the addition beyond.
• Probing with a finish nail at the exterior door and window openings appeared to
indicate at least a double 2x12 header spanning over each opening. (Max
width 4' at the north bearing side).
• The floor construction was observed as tile flooring over a wood substrate over a
green plastic moisture barrier over concrete fill. Observations from the exterior
appear to indicate this fill may have been placed over the existing patio slab.
• Exterior wall construction was observed as wood siding. The underlying
sheathing and stud spacing was not observed at the time of our site visit.
ASSESSMENT AND OPINION
Based on our limited visual observation of the property in regards to the noted wall
irregularity, we have the following opinions.
• The construction and layout of the roof framing appears to generally be in
conformance with the requirements of the 2011 Oregon Residential Specialty
Code, table R802.5.1 (3).
• Wall headers appear to be adequately sized per 2011 ORSC table R502.5(1)
• Numerical analysis of the existing Glulam beam over the kitchen appears to
indicate it is appropriately sized at for a conservative length of 16', longer than
the span over the kitchen.
• Analysis of the lateral shear wall panels based on measured panel dimensions
along the north and east exterior walls appear to exceed the minimum required
panel lengths based on wood structural panel or hard panel siding (WSP, or HPS).
As part of this conformance, the east end of the north wall is assumed to
conform with the requirements of an "Alternate Brace Wall" per R602.10.3.2.
Hayden Consulting Engineers, Inc.
Page 3 14880 SW 83 (#12049) 2/28/2012
ASSESSMENT AND OPINION, continued:
The following observations pertain to items which potentially do not meet current code
standards:
• The bearing pony wall at the new roof ridge, combined with partial removal of
existing roof sheathing is likely to have adversely affected the load- carrying
capacity of the existing wood roof trusses due to conversion from a uniform roof
load to a point load applied at a non -panel point.
• The use of Simpson LUS24 hangers at the existing trusses where they bear into the
side of the GL beam appear to be undersized for this application, assuming the
trusses clearspan to the south exterior wall.
• Utilization of a surface concrete slab infilled over the existing patio slab appears
to likely exclude the presence of a below -grade continuous strip foundation. This
creates potential non - compliance with regards to required footing depth below
grade per R403.1.5.
In order to mitigate the most obvious non code - compliant items as it pertains to this
addition, we made the following general recommendations:
1. Construct additional pony walls in the attic over the existing premanufactured
trusses at a maximum 24" on- center. The purpose of these walls are to provide a
more uniform loading to the original trusses and restore bracing to the top chord.
2. Reinforce the existing roof trusses at the west end where they attach to the
glulam beam with light -gauge metal connectors sufficient to carry code -
required dead and snow loads.
3. Verify and /or add a new continuous strip footing along the north and east end
of the addition in conformance with R403 regarding minimum size and depth for
frost protection. At that time, also:
a. Verify the presence of holdown tension hardware at the east end of the
north wall to satisfy the requirements of R602.10.3.2.
b. Verify the presence of wall anchorage per R403.1.8.1
LIMITATIONS
The general recommendations made in this report are intended to assist you, our client,
in determining the repairs necessary to address issues we observed that, in our opinion,
may impact the serviceability of this structure in the short term. The specific and actual
repairs may differ from these recommendations, whether based on additional
information unavailable to us at the time of our observation, or through coordination
with the contractor in providing an alternate repair that is either more economical or
provides additional value to you. The general suggestions listed represent only a
suggested improvement to mitigate the most readily identifiable structural deficiencies
observed at the time of our site visit.
Hayden Consulting Engineers, Inc.
Page 4 14880 SW 83 (# 12049) 2/28/2012
Due to the limited nature of this observation, this report may not address all and /or
hidden defects which may be present at this property. This includes any determination
of the adequacy of the original as -built structure, or its conformance to construction
documents, or construction code requirements or standards of practice. It also does
not include the determination of any underlying structure or potential deficiencies that
may be concealed beneath visible finishes or below existing grades. Rather, it is a
general overall view of conditions visible and present during the course of our site visit.
Due to the "snapshot" nature of our observation, we are unable to determine the
persistent or chronic nature of some problems.
If you have any questions, please do not hesitate to call.
C 1 N F � � "
Sincerely,
cf"18,525 .p
Hayden Consulting Engineers, Inc. -
✓ •••_c• a �+
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EXP: 6/30/ 13 By: 1,
By: Andrew Y. P.E. Darron R. Hayden, P.E., S.E.
Project Engineer Principal
Hayden Consulting Engineers, Inc.
Page 5 1488 SW 8 3� d ( 12049) 2/28/2012
FIEL OBSERVATION REP
SITE I
Location: Tigard, OR Observation D ate: 2/24/12 Observation Time: 1:00pm
Weather: Cloudy Temperature: 43F
Present On -Site:
Andrew Roe, HCE
OBSERVATION SUMMARY
Area
Observed: Interior, Attic L_
Purpo of Observation: Structural
Assessment o A ddition
FIE OBSERVATIONS
1.01 Exterior � , i
yt View fr SW
83rd,
facing east : ° ' �
..42::. r g
d 1
fir-
Hayden Consulting Engineers, Inc.
Page 6 14880 SW 83rd (#12049) 2/28/2012
..„.„,,,,,,,,, .- ., ., .,„.. ,.,,:ti#,7._,„7.zR.ie„..-r5.7.1,--- t , .
1.02 Exterior ....7---_- -.. :".1.-, : -7',...g :, ' ., ,;,-i__-_
'' 'f'.6
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1.03 Exterior
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Hayden Consulting Engineers, Inc.
Page 7 14880 SW 83rd ( #12049) 2/28/2012
1.04 Exterior
North Elevation,
facing east
I
I
w
44,
1.05 Exterior
i i
, ,
East elevation, ..., ,
,, _ ,
junction ._
between crawl
and slab infill@ j 1 , -
perimeter
e
foundation'
,r. ,...,
Hayden Consultin E n g ineers, Inc.
Page 8 14880 SW 83rd (#12049) 2/28/2012
1.06 Exterior ..,, , ,,,,,::
\ —
}
East elevation,
NE Corner
1
4_, , ..,
1
---
1.07 Exter
2x4 @ eaves, . _
north end �''
ms:µ
P
3
t?
w . xz, w« e«..w.. _— ..—"� -_
Hayden Consulting Engineers, In
Page 9 14880 SW 83 ( # 12049) 2/28/2012
2.01 Interior
D ini ng r
f acing east
3.
I- 1 i,..7 itig '°' - "" - __i„ _ , '1.1-- '
A t 3
i,
- p , A
vy
2.02 Interior ; 1:
Floor vent,
concrete infill _ - �
underneath. � � - f .
a� --.:*-"'":t- -----5--=:-*--:, - t sue +� ' " >� t. ' ' :- ' � ` ,
e QE: °' tom � '; v
i -tea a _
� J 4
° -.., , ,. ° $ - d - - - fig
r
Hayden Consulting Eng Inc.
Page 10 14880 SW 83�d ( 12049) 2/28/2012
2.03 Interior
Header probe,
east door
yam -
2.04 Interior
Header probe,
north wall @ -u'
-- -tom
dining - �
4-a
1
Hayden Consulting Eng Inc.
Page 11 14880 SW 83rd (#12049) 2/28/2012
2.05 Interior _
Header probe,
north wall @ x
kitchen
- �
3.01 Attic .
Q
GL Beam over:
kitchen. Trusses
frame into side. 35
I -,
.
d
_
.1
f
.....'6c �.*s.u...- +..:.. .. _: -v .c.Y,&.« ,`N .s .�...,.. 'Y.ax s. ....:a< ..v, �,."Li: :..� �:- ..�__: §✓..�- .s...� .¢.. Y;&>:: 5�.:.', oT." a" CI»"*«. s "",'�* "f --vc ..mff..� -f.T3
Hayden Consulting Engineers, Inc.
Page 12 14880 SW 83 (#12049) 2/28/2012
3.02 Attic -
Pony wall fra ,: .
over existing truss
' [} i
{ . L
;
Wit i ti y t".:0,
7 i
4 , 4 d
3.03 Attic
r
2x8 rafters at _
north side of
ridge
IA
a
. :1 •
•
'.
�.? — r P s".;#a .awn. e . Na - .wz t.V � .as it ... ,n -'a_ . .. - e o z z. - a . T' .. `a a .ter.- "ffi�'oe; "s?�
Hayden Consulting Engineers, Inc.
Page 13 14880 SW 83 (# 12049) 2/28/2012
3.04 Attic - � �
Pony wall over _. F i dui
trusses __ - , r
-- ,, i : ;,.., . T.:. , , _!,,
C: i
4' c
1.
-
ss
3.05 Attic
i
-
Rafters over , . ._
south dining wall .
t . 4 ,,.. -, ,
h
5
`l
4
Hayden Consulting Engineers, Inc.
Page 14 14 880 SW 83rd ( # 12049) 2/28/2012
3.06 Attic
South dining wall
„ ,
‘
' '' ' ''' ' f T° ''''' ''''':':' .4-. — '' ' ''''''''— - 1.4'''''t. LR "k
s ?
1
3.07 Attic ..�- •�^..�
i aE 4
GL Beam height „
check @kitchen !ti
s u ,lad
L � �
-tea. a . t
"r
- �-
p
''''2'Eumm-----44-"w6m127awmmmu
Hayden Consulting Engineer Inc.
Page 15 14880 SW 83rd (#12049) 2/28/2012
3.08 Attic< _$
Simpson LUS24 @ ,3- -`�`
trusses ����
k
3.09 Attic
Facing east,
trusses beyond - . . _
kitchen do not � x
have same s
vertical web as j
trusses located @ 4
GL Beam
1 e
Y
Hayden Consulting Engineers, Inc.
Page 16 14880 SW 83rd (#12049) 2/28/2012
f S{^ 4
4.01 Crawl
s
Existin g house- "g.4 x �
side. HVAC �
penetration '
blocked from Y
view to dining k rc
side. k�
1
Any work observed and noted above shall not be considered a waiver of the duties
and responsibilities of other parties. This report shall not be considered to specifically
address every detail or location of the property, but is rather a general observation
of field conditions of the day of the report.
Submitted by:
Hayden Consulting Engineers
Hayden Consulting Engineers, Inc.
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Wood Beam ENERCALC, INC. 1983-2011, Build:6.1201.12,Ver.6.12.01.12 •
Lic. # : KW- 06005543 Licensee : hayden consulting engineers
Description : Kitchen GL Beam
Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05
Analysis Method : Allowable Stress Design Fb - Tension - 2400 psi E: Modulus of Elasticity
Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 1850 psi Ebend- xx 1800ksi
u., Fc - PM 1650 psi Eminbend - xx 930ksi
Wood Species : DF /DF Fc - Perp 650 psi Ebend- yy 1600ksi
Wood Gc de : 24F - V4 Fv 265 psi Eminbend - yy 830ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing : Completely Unbraced
D(0.3) S(0.5)
V $ + V +
'x' a• I E J i { L Z r M1' i. .' a rit SS ar anti „ i. t...* `"�'. ` v
� €!� z. ; A %� .� y _ . t o E i i s .` a - . , . Y $r4 : �� r .* 2(w.I'!. I }
* : A 3.125x16.5
Span = 16.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 20.0 ft
• DESIGN SUMMARY Desi • n OK
Maximum Bending Stress Ratio = 0.95Q 1 Maximum Shear Stress Ratio = 0.563 : 1
Section used for this span 3.125x16.5 Section used for this span 3.125x16.5
fb :Actual = 2,166.48 psi fv : Actual = 154.53 psi
k FB: Allowable = 2,281.51 psi Fv : Allowable = 265.00 psi
Load Combination +D +S+H Load Combination +D +S +H
Location of maximum on span = 8.000ft Location of maximum on span = 14.640 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward L +Lr +S Deflection 0.353 in Ratio = 544
f Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0.565 in Ratio = 340
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V C d C FN Cr C C t C L M fb Fb V iv Fv
+D 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.356 0.219 1.000 1.000 1.000 1.000 1.000 0.951 9.60 812.43 2281.51 1.99 57.95 265.00
+D +S41 1.000 1.000 1.000 1.000 0.951 0.00 0.00 0.00 0.00
Length = 16.0 ft 1 0.950 0.583 1.000 1.000 1.000 1.000 1.000 0.951 25.60 2,166.48 2281.51 5.31 154.53 265.00
t +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 0.951 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.801 0.492 1.000 1.000 1.000 1.000 1.000 0.951 21.60 1427.97 2281.51 4.48 130.39 265.00
40+0.750L+0.750S+0.750W+4-4 1.000 1.000 1.000 1.000 0.951 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.801 0.492 1.000 1.000 1.000 1.000 1.000 0.951 21.60 1,827.97 2281.51 4.48 130.39 265.00
+0+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 0.951 0.00 0.00 0.00 0.00
Length 616.0 ft 1 0.801 0.492 1.000 1.000 1.000 1.000 1.000 0.951 21.60 1,827.97 2281.51 4.48 130.39 265.00
Overall Maximum Deflections • Unfactored Loads
Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. ' +' Defl Location in Span
D +S 1 0.5647 8.080 0.0000 0.000
CC"
,
oo ream _ . .ENERCALC, INC. 1983.2011, BuIld:6.12.01.12 Ver,6.12.01.12
Lic. # : KW- 06005543 Licensee : hayden consulting engineers
Description : Kitchen GL Beam
Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.400 6.400
D Only 2.400 2.400
S Only 4.000 4.000
D +S 6.400 6.400
01 011/1111 0
C �