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Specifications :,, \,1�,‘,c\--,, '^s ..n dry? 7,,w „' The Oak Tree Apts. Deck Repairs 1 JL- 2 3 2018 C r r r,r r lii(r ri r, 16055 SW 108t Ave cl y. ,, 1 ,, Tigard, Oregon April 10, 2018 , 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. R l''t 1 r 85 ' /,' ! t ,VIWBER ‹AllvDREvqv', 1- (8 .48 g�\©Cx4 `C eK‘Pee_ c t-tcit\)E?c JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 e 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 alsorovide the architectural drawings ngs 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 • 7-7;Apilip.'43)r. - r'wf l r r, JAS'ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 Client FWNi'JAR1( P6tdieR'Cje sEQv)CES Sheet =L-- of Project OAK"NR,EQ MIS Design by OAS /Or": (REPAIR S Date viva 1419 Washington Street,Suite 100 _ Checked by Oregon City,OR 97045 Project No. b 6 Date Work:503-657-9800 Fax:503-656-0186 eQ� Vols- E l0'31i SQA/ " OL 1 OQS F 274. 403AA (ksesF) = 15 1514 4 A 101-3' % (40%010=7? = 205 vm� 1 5% (10'--3`') 6 At a O • Vse 2. )c 12 Dr-1- 12.//04_. ' Project: 17-069 Oak Tree Apts. Repairs JAS Engineering INC page 1419 Washington St.,Suite 100 till Location: BRIDGE JOIST ` Oregon City,OR 97045 Floor Joist 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 ENGINEERING 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 U3350 Dead Load 0.01 in Total Load 0.05 IN 02436 Live Load Deflection Criteria: L1360 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 B Live Load 205 plf 205 plf Dead Load 77 plf 77 plf 10.25 ft a. 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 Cr-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 Ci1 5 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: Req'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