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Specifications \'- \CL9,tr ALF 10372 SW Bonanza Way Tigard, OR 97224 LAUREN THOMAS 503-317-1023 CONSULTING,LLC LTCstructural@gmail.com REMODEL F .. 14810 SW 106th Ave. Tigard, Oregon FEB 2 CIient: John and Stacy Evans CITY l s e LTC#: 18-14 ITUILDINGD111..40N Date: 2/26/18 By: Lauren Thomas, P.E. • a3 0 %.No. of Calculation pages included: 10 pages Engineer has been retained in a limited capacity for this project. The design of this project is based upon information provided by the Client who is solely responsible for the accuracy. No responsibility and/or liability is assumed by, or is to be assigned to the Engineer for items beyond that indicated on these sheets. Project Design Criteria Design per 2012 International Building Code as revised by the State of Oregon. Provide vertical and lateral analysis of remodeled residence. a) Floor live load: 40 psf main/30 psf bedroom b) Roof Live Load: N/A c) Roof Snow Load: 25 psf d) Wind Design: 120mph, Exp B e) Earthquake Design: Ie= 1.0 Risk Category= II Ss= .959 S1 = .420 Site Class=D Sds= .714 Shc = .442 Seismic Design Category= D Force resisting system=Wood shearwalls Base Shear= .110W Cs= .110 R=6.5 Procedure=Equivalent Lateral Force Procedure ASCE7-10 Section 12.8 Project Name Remodel Project# 18-14 LTC Location 14810 SW 106th Ave., Tigard, Oregon LAUREN TMhMA^ Cor�LTc c.uc Client John and Stacy Evans 10372 SW Bonanza Way Tigard,OR 47224 Ltcstructaral gmaiLcon, By LMT Date 2/12/18 Page 1 of SHEARWALL SCHEDULE LOC III SILL PLATE TO LOC.I FOUNDATION RIM TO (SIMPSON TITEN PANEL OBL TOP LOC II HD ANCHOR W/ DATA/ EDGE NAIL FIELD NAIL PLATE PLATE 3 1/2"EMB) MARK SPACING SPACING (A35) NAILING (SEE NOTE 4) NOTES seismic wind A 15/32,STRUCT I PWD,OS 8d 6"OC 12"OC 32"O.C. llid C�?12" 1/2"@ 32" 170; 227 SHEATHING NAIL SIZE B 15/32"STRUCT I PWD,OS 8d 4"OC 12"OC 16"O.C. 16d(a)8" 1/2"CSA 16" C 15/32 STRUCT I PWD,OS 8d 3"OC 12"QC255 340 16"O.C. 16d @ 6" 1!2"@ 16" 3X PLATE REQ D,SEE NOTE 6 335: 447 D 15/32"STRUCT I PWD,ES 8d 6"OC 12"OC 16"O.C. 16d @ 6" 1/2"@ 16" 3X PLATE REQ'D,SEE NOTE 6 E 15132"STRUCT I PWD,ES 8d 4"OC 12"OC 340; 453 8"O.C. 16d @ 4" 1/7 @ 8" 3X PLATE REQ'D,SEE NOTE 6 F 15/32"STRUCT I PWD,OS 10d 3"OC 8"OC 510; 680 8"O.C. 16d @ 4" 1/2"@$" 4X PLATE R�Q'D,SEE NOTE 6 OC 8"OC 8"O.C. 16d(a�3" 1/2"@ 6" 4X PLATE REQ'D,SEE NOTE 6 680: 680 G 15132"STRUCT I PWD,ES 10d 4 680! 906 NOTES 1 O.S.=One side of wall E.S.=Both sides of wall 2 All nails to be Common 3!Place plywoodlsheathing on either side as symbol -- - -- 5'Anchar bolts to include 0229"X 3"X 3"steel plate washers between sill plate and nut per 2305.3.11 Unless indicated on the plans,minimum wall sheathing to be 15/32"PWD w!1 1/2"16ga staples at 6"all panel edges 6 Offset panel joints or use 3X member at adjoining panel edges. .._ 7',True 3X and 4X plates required/cannot use double 2X plates or builit up sections HOLDDOWN SCHEDULE MARK 'ANCHOR BOLT SIMPSON HOLDDOWN OR STRAP POST NOTES HD1 --- CS14(Lend=16") 2-2X HD2 CMSTC16(Lend=22") 2-2X 2490= HD3 5/8"dia.Titen HD(5"emb) HDU2-SDS2.5 2-2X Bolt into center of 8"or 6"foundation1800800; HD4 5!8"dia.CS Strong-Bolt 2 5.5"emb) HDU2-SDS2.5 wall g ( 2-2X Bolt into center o 'F-+-1r..7 t, G.t( 3075 HD5 1"dia.PAB8 Anchor bolt(de=12") HDU11-SDS2.5 6X column Bolt into center of 4'-8"sqr X 36"footing HD6 1"dia.PAB8 Anchor bolt(de=12") HDU11-SDS2.5 9535 8X column Boit into center of 5'-3"sqr X 36"footing 11125 NOTES 1 All new footings to have#4 at 12"O.C.each way,3"clear top and bottom 211 All connectors and bolts are'Simpson'Strong-tie. Contact engineer if alternative to be used. r*, U Project: .. Hs Prepared by: User 2/13/2018 Software licensed to: Company Phone: Phone Email: Email Wind Simple Version 1.0.0 Input See ASCE 7-10 Section 26.3 for symbol definitions V= 120 mph Topographic Factor Exposure Category B Specify Kzt directly h= 12 ft Kzt for walls= 1.00 L=40 ft Kzt for roof= 1.00 B=48 ft Gable Roof: Pitch=4:12 This is a valid Class 1 building Main Wind-Force Resisting System ASCE 7-10 Directional Procedure, MWFRS- Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures(psi) V'4. 1'ot tndWard **0 'd f' i x .h 19.9 15.6 -10.8 -14.0 +/-3.2 ,,p0 -'� 19.9 15.6 MWFRS Roof Pressures(psi) ' one :',4:::!,, 2 3I,P.,-**4re-,Akeilti- 0 49 d Cas'6:1:,-., -15.3 -12.5 -19.1 -17.0 -13.9 Load Case,--2.; ; 5.4 -5.5 0.0 0,0 0.0 7 4) q( . it- MWFRS Roof Overhang Pressures \.1 r pooh @ Zone 1 = 11.5 psf Y 2 `` G Povh @ Zone 3 = 14.3 psf t ,_ ..\) z (-" Vt (0 ( Pressures indicated are applied to underside of overhang on t e 2_ , 2 4 windward side only.simultaneously with other roof pressures. t C&C Roof Overhang Pressures(psi') !A Effective 40ie 2 @ane `Zone 4 @,Zoneg5 3 WIdA (SO Load Load Loaad , Load Load Load Load Load Case 1 Case 2 Case I h Case 2 Case 1 Case 2 _Case 1 Case 2 10 37.6 12.9 -65`0 , 14.8 24.3 22.4 =37.6, +± 20.5 500 -37.6 12.9 -58.5 13.4 ,19.4 ' 15.7 -22.6 14.3 - rilq S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 1 www.skghoshassociates.com 504 1 0 , Calculation for Seismic Forces, using Analysis per ASCE 7 (For Buildings, per section 12.8, "Equivalent Lateral Force procedure") Spectral Response Accelerations: (from maps) SS = 0.959 0.2 sec. Si = 0.42 1.0 sec Determine Site Coefficients: (from Table 11.4-1 and 2) Fa= 1.116 F„ = 1.58 SmS=SS x Fa = 1.071 Smt =S1 x Fv = 0.664 Sos =(2/3)SmS= 0.72 Sp1 =(2/3)Smi_ 0.44 Site Class: D (Use Site Class D unless Geotech Report available) Occupancy Category: 11 (From Table IBC table 1604.5) Seismic Design Category(SDC): D (From Tables 11.6-1 and 2) Compute Approximate Fundamental Period: For Buildings: Ta=(Ct)(h„)x Ct= 0.02 hn = 8 x= 0.75 Ta = 0.095 Structure Type(from Table 9.5.5.3.2) C t x Steel Moment-resisting Frame 0.028 0.8 Reinf.Conc.Moment-resisting Frame 0.016 0.9 Eccent.Braced Steel Frame 0.03 0.75 All other structural systems 0.02 0.75 To=0.2SD1/Sps= 0.124 If Ta>To, <TS, Use Sps for design Ts = SD1/Sps = 0.620 Tz = 16.00 per Fig 22-15 Calculate Base Shear: V= CS W (Eq. 12.8-1) Response Coef. R= 6.5 (From Table 12.2-1) Structure Weight W = 38960 lbs Importance Factor I = 1.0 Cs= Sps/(R/l)= 0.110 ` (Eq. 12.8-2) L-- V= CSW = 0.110 W= 4300 lbs( ')( :-H') (Eq. 12.8-1) V= SR1/T(R/I)= 0.719 W(Max.)= 28012 lbs (Eq. 12.8-3) V= .01 W= 0.010 W(Min.)= 390 lbs (Eq. 12.8-6) Project Name Remodel Project# 18-14 LTC Location 14810 SW 106th Ave., Tigard, Oregon (,auatNTHorrss CONWat4G.LLC Client John and Stacy Evans 10372 SW Bonanza Way Tigard,OR 97224 503-317-1023 By LMT Date 2/12/18 Page 5 of IC , Lttstructural(q.gmail.com kA-vz-- ( ) ( 40 ) (. 4I) 4_ ( ko ( .)( ) ( 40 # L{.04 48 ft- • , d'" ...._ -) C -)4 4' t ) 4--1, ,7., cp?_51- -t,'D(2 (311.-- LatA (-4-(-A \--)4--0-- -.I 1 Co a 9 t co F.,,jg, ri',G0.0 , ? ! • k„t , • :,; , } i t• , 1 i, •0-0c--- '27 92- - " ',,id it it 1 1/ fl \ J z ( ( \ -) (CcA , C \O c:e7t..Ac 2-- 7.. 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Location 14810 SW 106th Ave., Tigard, Oregon LALIPFNT,10.1A:" • CONUATVIC.II( Client 10372 SW Bonanza Vi'ay John and Stacy Evans Tigard,DR 97224 , S03-317-1023 LtestructuraVegmall com By LMT Date 2/12/18 Page -7 of!D V- A-0 /LC( tit, t'-Y >R1,1 T— . —A , V% L ---r LI r..> t")z ___C:` • v -•-•' -1 7_,C) ( e-4k-\ . - • ti.`fr— -C-, ...--7.> ... 4 0 CQ ( , „ ,, r_ , 1,^C.2 Co"'.),C2:479%toe ) iC,' '\1-- r' r ,. ,,,,, li i .7 - , .,,,,, 10,-44‘,:.--) 4(":' IRT) . t 04\4 CD , .1.L \ -$':-7- ----.....:,..-:"....— p.." c ".1' 'Z'L e-e-•ti l ,.....„-..........,______-...-- e , -- •----Q -. , , ,-...9-.( r L 1, , 0 c. )( nok r'--;','--,...--t (n"--t---xi 'Ca '1 ,- t g- LQ-C7( kS-Zio z '-4_77,C:( l',.‘-'''.- ,e_. „ L'.. .. 1" .. !\- k c---) 4 --1,t -....? ,:x. Project Name Remodel LTC ArC Project # 18-14 Location .1,:,.. r)' SW 106th Ave., Tigard, Oregon AUREN THOMK - cOl'allTI4C,:LC Client John and Stacy Evans 10372 SW Bonanza Way Tigard,n097224 LIcstructural(Z gmall.com By LMT Date 2/12/18 Page 5 of 0 Lauren Thomas Consulting, LLC Wood Column Design Tigard, Oregon Solid Wood Column Calculation (per NDS) = Input Values Column Length, le = 8 feet le= 96 Inches Width, d = 3 Inches (Least Dimension) • Slenderness Ratio, Ie/d = 32.00 Note: Slenderness shall be< 50, < 75 during const. Column Stability Factor, Cp Cp= [1+ (FCE/Fc*)]/2c-{[1+(FCE/Fc*)/2c]2-(FCEIFC*)/c} 1/2 = 0.26 Where: Fc* = Fc(CDxCMxCtxCfxC;) Material F E' 1500 PSI Microllam LVL Sawn Lumber(DF/L#2+) 1500 1,400,000 FCE = KBE E'/(Ie/d)2 Glu Lam (22F) 1500 1,600,000 = 410.15625 Selected Values: 1500 1,400,000 FcE/Fc*= 0.2734375 Adjustment Factors: Table Load Duration,* Co = 1.00 [2.3.2] Wet Service,* CM = 1.00 [2.3.4] Temperature,* CT= 1.00 Beam Stability, CL = 1.00 • KcE = 0.3(Visually Graded Lumber) Volume Factor, Cv= 1.00 Flat Use, Cfu = 1.00 • c= 0.8(sawn lumber) incising,* C1= 1.00 [2.3.11] c= 0.85(round timber piles) Repetive Use, Cr= 1.00 1.0/ 1.15 c= 0.9(glued-laminated timber) Curvature, Cc = 1.00 Selected Value = 0.8 Shear Stress Factor,* CH= 1.00 1.0-2.0 Fc = F*c(Adjustment Factors) = 15;0,0 PSl Fc = Fc*x Cp = 383.7679 PSI Selected Column Dimensions = 3 inches x 3.5 inches Allowable Column Load = Pa„= 4,030 pounds Project Name Remodel Project # 18-14 LTC Location 14810 SW 106th Ave., Tigard, Oregon LaurMTrionas CON&ULITIG.LLC Client John and Stacy Evans 10372 SW Bonanza Way Tigard,OR 07224 Ltcstructura00gma[Lcom BY LMT Date 2/12/18 Page9 of to Lauren Thomas Consulting, LLC Wood Column Design Tigard, Oregon Solid Wood Column Calculation (per NDS) I = Input Values Column Length, le= 8 feet le= 96 Inches Width, d = 3.5 Inches (Least Dimension) Slenderness Ratio, le/d= 27.43 Note: Slenderness shall be< 50, < 75 during const. Column Stability Factor, Cp Cp = [1+ (FcE/Fc*)]/2c-{[1+(FcE/Fc*)/2c]2-(FcE/Fc*)/c) 1/2 = 0.34 Where: Fc*= Fc(CDxCMxCtxCfxC;) Material F E' 1500 PSI Microttam LVL Sawn Lumber(DF/L#2+) 1500 1,400,000 FcE= KCE E'/(le/d)2 Glu Lam (22F) 1500 1,600,000 = 558.268229 Selected Values: 1500 1,400,000 FcE/Fc*= 0.37217882 Adjustment Factors: Table Load Duration,* Co = 1.00 [2.3.2] Wet Service,* CM = 1,00 [2.3.4] Temperature,* CT= 1.00 Beam Stability, CL = 1.00 KcE = 0.3(Visually Graded Lumber) Volume Factor, Cv= 1.00 Flat Use, Cfc = 1.00 c= 0.8(sawn lumber) Incising,* C;= 1.00 [2.3.11] c= 0.85 (round timber piles) Repetive Use, Cr= 1.00 1.0/ 1.15 c= 0.9(glued-laminated timber) Curvature, Cc = 1.00 Selected Value= 0.8 Shear Stress Factor,* CH= 1.00 1.0 -2.0 Fc= F*c(Adjustment Factors) '{ Fc= Fc*x Cp= 506.5988 PSI Selected Column Dimensions= 3.5 inches x 3.5 inches Allowable Column Load = Pa„= 6,206 pounds Project Name Remodel Project# 18-14 LTC Location 14810 SW 106`h Ave., Tigard, Oregon LAUIENTMonk, coNsu reit t.0 Client John and Stacy Evans 10372 SW Bonanza Way qqq Tigard,OR 4,224 1{ W3.3i7-1023 ByLMT Date 2/12/18 Page of� t:.• . t tcstr503-31174023 l.com