Plans (66) I ,a„,,•
" The Oak Tree Apts. Deck Repairs
»` g 16055 SW 108th Aye, JUL. 2 3 2018
Tigard, Oregon CITY OF l yzM ARr`i
April 10, 2018 3UIL DING Nvic to
For: Ryan Taylor
Finnmark Property Services LLC
The JAS Engineering design team has received the request from you to provide structural
analysis, engineering design, construction drawings and structural calculations for the project
referenced above. We have visited the property and assessed the requirements with you. We can
prepare plans and calculations for submittal to City of Tigard, for permitting.
OBJECTIVES
The JAS team understands that you need engineering services to strengthen or replace the three
level rear deck columns and beams for some of the buildings at the Oak Tree Apartments. The
decks are approximately 6'x13' with a beam on the outer edge and a single column supporting
one corner of the three level decks. There is also some dry rot damage to the entry roof canopies
that must be repaired and the railings for the decks, entry stairs and landings along with the
bridges to the units that are to be replaced for the entire complex. We made a site visit on
Thursday, October 12th, 2017 and another on Monday, March 5th, 2018 to assess the project and
discussed it with you.
We understand you would like us to provide structural calculations and drawings for the design
of the replacement/strengthening of the beams and columns for the rear decks noted above. We
will also prepare repair drawings for the entry roof canopies and provide replacement railing
drawings for the decks, stairs, landings and bridges as noted above. The project strengthening
and repairs are to be built based on the drawings prepared by us. The scope of the project is to
provide plans showing the location and extent of the beam and column strengthening/
replacement supporting outside edge and one corner of the rear decks with the rest supported on
the existing buildings. JAS Engineering will provide the design to meet the code required deck
and snow, live and dead load forces.
OFFICE COPY
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CITY OP TIGARD '�G; ,��figy
REVIEWED FOR CODE COMPLIANCE •4 i 85; f
Approved: I v1 1
OTC:
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Permit #: tw,a(�! R - 00 a� I8ER Are,
Address: J o � �} 17v r h �,n ►^ ✓ORES S�
suite #:
By: Date: ca t8
JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800
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Structural details will be provided to show the construction requirements for the repairs and
connections tying the repaired or replaced beams and columns into the existing structure, entry
porch roof framing connections and railing support details. The beam to column detail will also
be strengthened where it is supported on the concrete pier to remove the hinge at this location.
We will also provide the architectural drawings for the non-structural elements such as partial
existing deck layouts and deck elevations, the entry roof elevation and stair and bridge plans and
elevations.
Design Criteria:
IBC 2012: With 2014 OSSC Amendments
Snow Load: 25 PSF
Roof Dead Load: 15 PSF
Floor Live Load: 40 PSF
Floor Dead Load: 15 PSF
Wind Load: 120 psf, Exposure B (Ultimate Wind Speed)
Seismic: No Change
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1419 Washington Street,Suite 100 Checked by
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Work:503-651-9800 Fax:503-656-0186
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• Project: 17-069 Oak Tree Apts.Repairs JAS Engineering INC Pace
on: BRIDGE JOIST 1419 Washington St.,Suite 100
Locat
Oregon City,OR 97045
Floor Joist
S of
[2015 International Building Code(2015 NDS)]
1.5 IN x 11.25 IN x 10.25 FT Pressure Treated @ 12 O.C.
#2-Douglas-Fir-Larch-Dry Use 6MG1NGE R1MG
Section Adequate By:202.3%
Controlling Factor:Moment - StruCalc Version 10.0.1.6 7/18/2018 11:17:12 AM
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/3350
Dead Load 0.01 in
Total Load 0.05 IN L/2436
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
REACTIONS A
Live Load 205 lb 205 lb
Dead Load 77 lb 77 lb
Total Load 282 lb 282 lb
Bearing Length 0.30 in 0.30 in
SUPPORT LOADS A
Live Load 205 plf 205 plf
Dead Load 77 plf 77 plf 10.25 ft
Total Load 282 plf 282 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 10.25 ft
Bending Stress: Fb= 900 psi Fb'= 828 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.00 Ct=1.15 Ci=0.80 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 144 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Ci=0.80 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi JOIST LOADING
1 Ci=0195 1 Uniform Floor Loading Center
Comp. to Grain: Fc- 625 psi Fc- =
625 psi Live Load LL= 40 psf
Controlling Moment: 722 ft-lb Dead Load DL= 15 psf
5.12 Ft from left support of span 2(Center Span) Total Load TL= 55 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 55 plf
Controlling Shear: 282 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Rea'd Provided
Section Modulus: 10.47 in3 31.64 in3
Area(Shear): 2.94 in2 16.88 in2
Moment of Inertia(deflection): 19.13 in4 177.98 in4
Moment: 722 ft-lb 2183 ft-lb
Shear: 282 lb 1620 lb