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Specifications /t45 rias- -0002-Y 5-11(0 5w Sc i'/C C T ENGINEERING INC 180 Nickerson St Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: May 4,2017 Number: CT-20 Project#: 15238 Project Name: River Terrace SF Attached: CT-20.1, CT-20.2 Subject: Plan 17-DL (Lot 51)—Revised deck layout Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace SF' project located in Tigard, Oregon. ----- Per Per attached plan astructural calcula ' , see revised deck framing layout for Plan 17-DL (Lot 51) as requested by the Owner. -- p PRp. 4 ��GlN4, � 'jj� Lo 1d �, 11 4REGI ‹.co JN& , 22, ' sc<c‘• 05/04/2017 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: May 4, 2017 Distribution: Contact Information: Chris Walther Polygon Northwest Company Angela Graiewski Polygon Northwest Company Alexia Fukui Milbrandt Architects R:115238 River Terrace SFIBulletins115238_2017.05.04_CT20_Plan 17-17L(Lot 51)-Revised deck layout.doc Structural Engineers CT-20.2 , Title: Job# RIVER TERRACE SF: PLAN 17-DL (LOT 51) Dsgnr: ARS Date: 4:03PM, 4 MAY 17 • Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam &Joist Page 115238 nverterrace 17dLecwCalcula6ons e Description REVISED DECK(LOT 51) Timber Member Information B1 B2 83 B4 ..R. Timber Section 2x8 4x10 4x10 2x10 Beam Width in 1.500 3.500 3.500 1.500 Beam Depth in 7.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- Douglas Fir- Hem Fir,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 900.0 900.0 850.0 Fv-Basic Allow psi 150.0 180.0 180.0 150.0 Elastic Modulus ksi 1,300.0 1,600.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status Repetitive No No No Center Span Data Span ft 11.00 7.50 6.50 11.00 Dead Load #/ft 20.00 113.00 83.00 30.00 Live Load #/ft 53.00 300.00 220.00 80.00 Cantilever Span Span ft 3.50 Uniform Dead Load #/ft 83.00 Uniform Live Load #/ft 220.00 Point#1 DL lbs 165.00 LL lbs 440.00 @ X ft 3.500 Results Ratio= 0.8596 0.6465 0.8845 0.9982 Mmax @ Center in-k 13.25 34.85 13.24 19.96 @ X= ft 5.50 3.75 2.70 5.50 Mmax @ Cantilever in-k 0.00 0.00 -47.68 0.00 fb:Actual psi 1,008.3 698.2 955.3 933.4 Fb:Allowable psi 1,173.0 1,080.0 1,080.0 935.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 49.6 57.4 66.4 56.5 Fv:Allowable psi 150.0 180.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs...,w .110.00 ,_...: 423.75 102.69165.00 LL lbs 291.50 1,125.00 715.00 440.00 Max.DL+LL lbs 401.50 1,548.75 817.69 605.00 @ Right End DL lbs 110.00 423.75 892.31 165.00 LL lbs 291.50 1,125.00 2,369.23 440.00 Max.DL+LL lbs 401.50 1,548.75 3,261.54 605.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in... -0.106 .ems -0.022 0.005 -0.077 L/Defl Ratio 1,240.7 4,132.2 14,355.3 1,717.9 Center LL Defl in -0.282 -0.058 -0.024 -0.205 L/Defl Ratio 468.2 1,556.5 3,260.5 644.2 Center Total Defl in -0.388 -0.080 0.020 -0.282 Location ft 5.500 3.750 4.524 5.500 L/Defl Ratio 339.9 1,130.6 3,910.7 468.5 Cantilever DL Defl in -0.041 Cantilever LL Defl in -0.110 Total Cant.Defl in -0.151 L/Defl Ratio 556.4