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Specifications . • ,44,57Aog,- (cc' 54) 7771, ke.p. & t 1 -a f7 t ,0 4-17 4,0zPot Structural Calculations .. . .. .. . '14490 Brand .Residence SW. 79th Ave Tigard,.Oregon tOPROA•ef„, G Z' 4,:cx . •ct. r11:1'4 ; 01 v- /*/, ; ,/ oftiGo '7 22 -4110 D 'p2IFIL...622c= Engineer was retained in a limited capacity for this project. Design.is based upon information provided by the client who is solely responsible for the accuracy of same. No responsibility and/or liability are assumed by, or are to be assigned to,the engineer for itemsbeyond that shown on these sheets. Job No 16-45 Contact: Rich Silkett, PE Friday, June 03, 2016 II '6mmmm Benchmark JOB' MMERNIE issigrimmal Engineering CLIENT' JOB NO. CIVIL - STRUCTURAL DATE' BY' SHEET NO. 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX • V • ///i �1 GanN Not. • 11 INTai 5410112 N.N5 AT 51.5=7 N4 RONAN 4 01.15102 Of 2.1 52/0.12 .triNG/NUN Nit 1121•1401..VON RA Of 0.14 240200445.512002 0.44574.5 5.41.2217.02 NNW MANN 41101.1 RC(521.711.21.2711.71. m+. 21 ms MO 2724 2.- 00225 AT 9422.4 An.srou MK ANOVA 2 • 0MO. uv 4a ,r1 91 niworzwu To 2A 12:2,.7.:17241... 12'--,A & A. 28' / 'emr�ra x /)��f , I 0 rine.ATNW..2051.OR • F C� v ' I 2-3050 511 3- 5 5111. , `� '" \ .e'��.; .�.....—�� ---- srn row ` mra9lr OREO I 45555521 w g I 4•GONG sloe ON BouD NU. RBJW. IN :nr'w`w.:aaL.ire 11.0200,ON „° r Y 055 ONE .0:.zo rw� os b° BDRM 3 30 I H 28 b sW come 7 8- PORCH 8 4'CONC SLIM ON 50110 EEL r hx�1.;,,r°z""rO`„°_;,p. '""' I 2 MSTR BDRM ———— 001215a11.20 70 COAN1011 `esn'ox'.asr 4 � rue... 1NAo c N.014•I 0' .7•50412CTION 15 10 MCAT OR DC= 26 _ 2-3060 q 6 2-3060 511 _ 9 v me 224-504'''11• 41257471•A''.44,017'2 1 •• fes' ' GARAGE �'- .-- i \ a°+.riu.«i..:NOAirl um. I 103 20 q MANOR 0004.5 x rI.21 cuv o...w WALL po - 26 Reo3 i n..v CHU.x. Rziw RP30 �- DEN DINING O. ---7 �' crcussrTO At ry I Al eirteoR n norc TO u MOP I 5 ��xow. 14n.lams AROUND1NAN ..Tt 051 5i W 15.12w.5 24 I \----. MOP m Vie` enw6x ra:uwi ,At GREAT ROOM I `\FI N21.722415.UNION 5272.25 mI20121,n W. 0 _ 07011.5 121414 m 2'rR•�ors tr'' -Th re:i& �f O _ l� 0 2202102 ONLY NOM=145C72520 4.ai`cwn011 MILUZI .1220 1171122C•111 ATM ANZA 2.24.177 11.15.0121.1 15 TO 04 NA KITCHEN I I • p `uan.•u>,•..ImurclrrN.w 24 I _ 2B �� ------T -- 1 n.0 _hccrox.'%e.z ON. M® - • —-A W r�J SQUARE - 3ES 1 O 110 NCI �• 28 _I..����� p "' N FIRST rLoorc2340 safr. a 1 O1. \V/ 2-3040 511 PGAARRAGE-IOW B0.IT. I ——— — _—_-- D N. ses� 6 ENTRY 3 �"' 2 4'CONC we ON SOLID OIL 30 30 20 40 24 40 , _. 40 �^ rl f b o E Residential'CAD design 8- CDRM 2 CRAFT OFFICE 312) ° Doug Gardner ,i T MEDIA �}D $ b J_ • \ \ -�' 2-3050 Sh 2-30505h •� B rT=ZI 2=3050 511 , N. • �Y""'} I 3-3050 311 \ \ II'-IP 11' 5' fI ID-IP / 13'4' / 5'—/ IT- • -i 2•/ BRACE PANEL LEGEND t3EAM SCHEDULE: JEREMY AND DEBBIE BRAND f 1 ISTFLOOR PLAN 79TH STREET ® ASPECT RATIO R�I:3-4'%I6'VtD TIGARD.OR ® BRACE PANEL RB02:34 X 3-?VtB ® INTERIOR BRACE WALL 12B03.5-+'% 1 14 VIM ey` s,w N. 3/9/16 J 1-AL c- tier 1e- ( 1 orr*tt-c) rf� iar)12-) . r tA) t � 41.E gra r� MEMENNE W enc�mark JOB' RrAnd PesidtenCe IMEMEINE Engineering CLIENT, Mike LaLane JOB NO, 16-45 CIVIL - STRUCTURAL DATE! 06./03/46 BY, RIChSHEET NO, I 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX t Benchmark Engineering LLC Title: 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukie,Oregon 97267 Description 503-659-9371 Scope: Rev: 58004 1)198User:KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 3-2003 ENERCALC Engineering Software Description Brand Residence Beam B1 Garage Hdr Jeremy brand.ecw:caicuiat;cns [General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 8.25 ft Lu Beam Width 5.500 in Left Cantilever 0.00 ft Beam Depth 9.500 inft Lu 0.00 ft Member Type Sawn RightDouglas Firever h ft Lu 0.00 ft Bm Wt.Added to Loads Fb Base Allow-Larch,No.2 Load Dur.Factor Fv Base 875.0 psi 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow Wood Density 30.000 pcf 625.0 psi E 1,300.0 ksi Full jaryth Uniform Loads Center DL 68.00#/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 1 Summary Beam Design OK Span=8.25ft,Beam Width=5.500in x Depth=9.5in, Ends are Pin-Pin Max Stress Ratio 0.219 : 1 Maximum Moment 1.5 k-ft Maximum Shear* 1.5 0.9 k Allowable 6.9 k-ft Allowable 10.2 k Max.Positive Moment 1.52 k-ft at 4.125 ft Max.Negative Moment 0.00 k-ft at 8.250 ft Shear: @ Left 0.74 k •` @Right 0.74 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft MaxM allow . @ Center 0.024 in 6.94 Reactions... @ Right 0.000 in fb 220.76 psi fv 17.29 psi Left DL 0.33 k Max 0.74k Fb 1,006.25 Psi Fv 195.50 psi Right DL 0.33 k Max 0.74 k [Deflections Center Span... Dead toad Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.036 in ...Location Deflection 0.000 in 4.125 ft 4:125 ft ...Length/Defl 0 0 0.0.0 in ...Length/Defl 6,151.0 2,712.49 0.0 Right Cantilever... Camber(using 1.5*D.L.Defl @ Center Deflection 0.000 in 0.000 in 0.024 in ...Len th/Defl @ Left 0.000 in g 0.0 0.0 @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 737.902 Max Moment Sxx Reo'd Allowable fb @ Center 1.52 k-ft 18.15 in3 @ Left Support 0.00 k-ft 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.90 k 0.90 k Area Required 4.620 in2 4.620 in2 Fv:Allowable 195.50si P 195.50 psi Bearing @ Supports Max.Left Reaction 0.74 k Bearing Length Req'd 15 i Max.Right Reaction 0.74 k Bearing Length Req'd N cg Residences Mike LaLane 16-45 06/03116 Rich '2.,. r , Benchmark Engineering LLC Title 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Job# Date: Milwaukie,Oregon 97267 • Description 503-659-9371 Scope: Rev; 580004 User.K-2003E 16,ERCA 5.8.0,Engineering o3 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Lware Description Brand Residence Beam B1 Garage Hdr ;eremybrand.ecw:caicWadons Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.74 k @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.0000 in @ Left Cant. Location= 0.00 k 0.0000 in 0.00 ft 0.00 k-ft 0.00 k 0.0000 in .y, • • • Brand Residence Mike LaLane 16-45 06/03/16 Rich Benchmark Engineering LLC Title: Job# 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Milwaukee Oregon 97267 Date: g Description: 503-659-9371 Scope: Rev: 580004 • User.KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Description Brand Residence Beam B2 Garage Hdr Jeremy brand.ecw:Calculations General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6x10 Center Span 16.25 ft Beam Width 5.500 in Left Cantilever Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawnr ft Lu 0.00 ft Bm Wt.Added to Loads Fb Base Allow-Larch,No.2 Load Dur.Factor v Base 875.0 psi 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow Wood Density 30.000 pcf E 300.0 psi 1,300.0 ksi Full Length Uniform Loads Center DL 68.00#/ft LL 100.00 #/ft Left Cantilever DL #/ft LL Right Cantilever DL #/ft #/ft LL #/ft 1 Summary 11 Span=16.25ft,Beam Width=5.500in x Depth=9.5in,Ends are Pin-Pin Beam Design OK Max Stress Ratio 0.851 : 1 Maximum Moment 5.9 k-ft Maximum Shear* 1.5 2.0 k Allowable 6.9 k-ft Allowable 10.2 k Max.Positive Moment 5.90 k-ft at 8.125 ft Max.Negative Moment 0.00 k-ft at 16.250 ft Shear: ©Left 1.45 k • •'`", @Right 1.45 k Max @Left Support 0.00 k-ft Max©Right Support 0.00 k-ft Camber: @ Left 0.000 in Max.M allow ©Center 0.363 in Reactions... @ Right 0.000 in 856.47 psi fv 37.72 psi Left DL 0.64 k Max Fb 1,006.25 psi Fv 195.50 psi Right DL 0.64 k Max 1.45 k 1.45 k Deflections11 Center Span... Dead Load Total Load Left Cantilever... Dead Load Deflection • -0.242 in -0.549 in Total Load ...Location Deflection 0.000 in ...Location 8.1 5 ft 8.125 ft ...Length/Defl 0.00.00 in 354.95 0.0 Right Cantilever... Camber(using 1.5*D.L.Defl Deflection ©Center 0.363 in 0.000 in @ Left ...Length/Defl0.0in 0.000 in 0.0 0.00 ©Right 0.000 in [Stress Calcs Bending Analysis Ck 29.150 Le • 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 1453.444 Max Moment Sxx Req'd Allowable fb @ Center 5.90 k-ft 70.42 in3 ft 1,006.25 psi ©Left Support 0.00 k- 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.97 k 1.97 k Area Required 10.081 in2 10.081 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.45 k Bearing Length Req'd 4I23 in Max.Right Reaction 1.45 k Bearing Length Req'd (i#2 Residence Mike LaLane 16-45 06/03/16 Rich dor , Benchmark Engineering LLC Title: 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukee, Oregon 97267 Description 503-659-9371 Scope: Rev: 580004 User.3-2-0807118,Ver 5.8eL, ngSo General Timber Beam (c)1983-2003ENERCALC Enn Engineering Software Page 2 Description Brand Residence Beam B2 Garage Hdr jeremybrand.ecw:Calculations Query Values M,V,&D @ Specified Locations Moment _ Shear Deflection ©Center Span Location= 0.00 ft 0.00 k-ft 1.45 k @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.0000 in ©Left Cant.Location= 0.00 ft 0.00 k 0.0000 in 0.00 k-ft 0.00 k 0.0000 in .'s • Brand Residence Mike LaLane 16-45 06/03/16 Rich S 1'272 tA) wok., -...-- CI J k , Tr-- lot 4% /r z4,1 t e- rz .4,,,4, =- lvt,,,,, it-- z- 14-iy. „---------- ---.--. .'---:,, „i ,e,, o311)40. re e4t, N.) Ct ,,, '-,..,<-4,-,•,...- ''''M'' • PI • . .. . . . K) • • . i 1 (tit,)1 4- re713791- S . .-.-- (poot ‘ i''''7.- -...\----------\-----:-------, 4 2411''it (A..yek, p-- '44 . 1.4A4/...,_ *'• 00dt. ..., • - " Cl/414i z•-- 11;1 (44 • • ...„ •,........, • ,LI ce 0. 11i.e4ici toYz- 61,1- ) i — Minimm '' m Benchmark JOB' F3rAtu-1 1:2,041clenne. EMEMEMIII sommomm Engineering CLIENTS 111k6 LaLeme JOB NO, /6-45 CIVIL - STRUCTURAL DATE' 06103/16 By, RtchsHEET NO. (49 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX , Benchmark Engineering LLC Title: Job# 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Milwaukie,Oregon 97267 Description 503-659-9371 Scope: 580004 ser:KW-0607116,Ver 5.8,0,1-pec-2003 General Timber Beam Page 1 LI:ev: )1983-2003 ENERCALC,Engineering Software Jeremy brand.ecw:Calculations Description Brand Residence Beam B3 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined • .usl Section Name 5.5x12 Center Span 24.00 ft Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 265.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 30.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 102.00#/ft LL 150.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=24.00ft,Beam Width=5.500in x Depth=12.in,Ends are Pin-Pin Max Stress Ratio 0.643 : 1 Maximum Moment 19.1 k-ft Maximum Shear* 1.5 4.4 k Allowable 29.7 k-ft Allowable 20.1 k Max.Positive Moment 19.13 k-ft at 12.000 ft Shear: @ Left 3.19 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.19 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.909 in Max.Mallow 29.75 @ Right 0.000 in Reactions... `fb 1,739.45 psi fv 66.68 psi Left DL 1.39 k Max 3.19 k Fb 2,704.23 psi Fv 304.75 psi Right DL 1.39 k Max 3.19 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.606 in -1.392 in Deflection 0.000 in 0.000 in ...Location 12.000 ft 12.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 475.2 206.97 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection @ Center 0.909 in 0.000 in 0.0.0 in Length/Defl 0.0 @ Left 0.000 in 0.0 @ Right 0.000 in [Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 132.000 in3 Area 66.000 in2 Cv 0.980 Rb 0.000 CI 3188.999 Max Moment Sxx Req'd Allowable fb @ Center 19.13 k-ft 84.91 in3 2,704.23 psi @ Left Support 0.00 k-ft 0.00 in3 2,704.23 psi @ Right Support 0.00 k-ft 0.00 in3 2,704.23 psi Shear Analysis ©Left Support @ Right Support Design Shear 4.40 k 4.40 k Area Required 14.441 in2 14.441 in2 Fv:Allowable 304.75 psi 304.75 psi Bearing @ Supports Max.Left Reaction 3.19 k Bearing Length Req'd 0392 in Max.Right Reaction 3.19 k Bearing Length Req'd r1gi Residence Mike LaLane 16-45 06/03/16 Rich i r , Benchmark Engineering LLC Title: 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Job# Date: Milwaukie,Oregon 97267 Description 503-659-9371 Scope: Rev: 580004 User.KW-0607118,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Page 2 Description Brand Residence Beam B3 ieremy brand.ecw:caicuiat;ons [ ery Values M,V,&D @ Specified Locations Moment @ Center Span Location= Shear Deflection 0.00 ft 0.00 k-ft 3.19 k @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k 0.0000 in 0.00 k-ft 0.00 k 0.0000 in • • Brand Residence Mike LaLane 16-45 06/03/16 Rich , Benchmark Engineering LLC Title 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukee,Oregon 97267 Description 503-659-9371 Scope: Rev: 580004 User.KW-0607116,Ver 5.8.0,1-Dec-2003 Gl Timber Beam (c)1983-2003 ENERCALC Engineering Software Page 1 Jeremy brand,ecw:Calculations Description Brand Residence Beam B4 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 3.5x10.5 Center Span 9.25-ft Lu Beam Width 3.500 in Left Cantilever 0.00 ft Beam Depth 10.500 inft Lu 0.00 ft Member Type Right asFi,Cantilever ft Lu 0.00 ft YP GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 265.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 30.000 pcf E 1,800.0 ksi [Full Length Uniform Loads Center DL 408.00#/ft LL 600.00 #/ftAtionni Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft tSummary Beam Design OK Span=9.25ft, Beam Width=3.500in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio 0.734 : 1 Maximum Moment 10.9 k-ft Maximum Shear* 1.5 5.7 k Allowable 14.8 k-ft Allowable 11.2 k Max.Positive Moment 10.86 k-ft at 4.625 ft Shear: @ Left 4.70 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.70 k "• Max @ Left Support 0.00 k-ft Camber: @ Left 0. 69 inMax @ Right Support0.00 k-ft @ Center 0.169 in Max.M allow 14.79 @ Right 0.000 in fb 2,026.87 psi Reactions... P fv 156.45 psi Left DL 1.92 k Max 4.70 k Fb 2,760.00 psi Fv 304.75 psi Right DL 1.92 k Max 4.70 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.113 in -0.275 in Deflection ...Location 4.625 ft 4.625 ft 0.000 in 0.000 ...Location in ...Length/Defl ...Length/Deft 0.0 0.0 9 985.3 403.24 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection @ Center 0.169 in ...Length/Defl 0.0.0 in 0.000in g @ Left 0.000 in 0.0 0.0 @ Right 0.000 in [Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 64.313 in3 Area 36.750 in2 Cv 1.000 Rb 0.000 CI 4697.408 Max Moment Sxx Req'd Allowable fb @ Center 10.86 k-ft 47.23 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.75 k 5.75 k Area Required 18.867 in2 18.867 in2 Fv:Allowable 304.75 psi 304.75 psi Bearing©Supports Max.Left Reaction 4.70 k Bearing Length Req'd 0ii Max.Right Reaction 4.70 k Bearing Length Req'd ! 65es/dance Mike LaLane I6-45 06/03/16 Rich Benchmark Engineering LLC Title: 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukie,Oregon 97267 • Description: 503-659-9371 Scope: Rev: 580004 User.KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Page 2 Jeremy brand.ecw:Calculations Description Brand Residence Beam B4 LQuery Values M,V,&D @ Specified Locations Moment , Shear Deflection ©Center Span Location= 0.00 ft 0.00 k-ft 4.70 k ©Right Cant.Location= 0.00 ft 0.0000 in @ Left Cant.Location= 0.00 k-ft 0.00 k 0.0000 in 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • • • • Brand Residence Mlke LaLane 16-45 06/03/16 Rich ° r Benchmark Engineering LLC Title: 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukie,Oregon 97267 Description 503-659-9371 Scope: Rev: 580004 User.KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Page 1 Jeremy brand.ecw:Calculations Description Brand Residence Beam B5 Leneral Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined •GSection Name 3.5x10.5 Center Span 6.25 ft Lu Beam Width 3.500 in Left Cantilever 0.00 ft Beam Depth 10.500 inft Lu 0.00 ft Member Type Right asFi,Cantilever ft Lu 0.00 ft YP GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow Beam End Fixity Pin-Pin265.0 psi Wood Density 30.000 pcf Fc Allow 650.0 psi 1,800.0 ksi [Full Length Uniform Loads Center DL 408.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft [Point Loads Dead Load 1,971.0 lbs lbs lbs lbs lbs lbs Live Load 2,898.0 lbs lbs lbs lbs lbs ...distance 1.670 ft 0.000 ft 0.000 ft lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft L Summary I Beam Design OK Span=6.25ft,Beam Width=3.500in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio 0.784 : 1 • Maximum Moment 9.9 k-ft Maximum Shear* 1.5 8.8 k Allowable 14.8 k-ft Allowable 11.2 k Max. Positive Moment 9.86 k-ft at 1.850 ft Shear: Max.Negative Moment 0.00 k-ft at 0.000 ft Left 4.77 k Max @ Left Support 0.00 k-ft ©Right 0.0000 k Camber: @Left Max @ Right Support 0.00 k-ft in Center 0.066 in Max.M allow 14.79 @Right 0.000 in fb 1,839.41 psi Reactions... fv 238.91 psi Left DL 2.74 k Max 6.74 k Fb 2,760.00 psi Fv 304.75 psi Right DL 1.83 k Max 4.47 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.044 in -0.109 in Deflection ...Location 2.950 ft 2.950 ft ...Length/Defl 0.0.0 in 0.0in ti ...Length/Defl 1,693.1 689.34 0 0 0.00 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection ©Center 0.066 in 0.000 in 0.0in Left 0.000 in Length/Defl 0.0 0.00 Right 0.000 in Viand Res tdence Mike LaLane 16-45 06/03/16 Rich L I , Benchmark Engineering LLC Title 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukie,Oregon 97267 • Description 503-659-9371 Scope: Rev: 580004 • User.KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software Page 2 Jeremy brand.ecw:Calculations Description Brand Residence Beam B5 [Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 64.313 in3 Area 36.750 in2 Cv 1.000 Rb 0.000 CI 6741.928 Max Moment Sxx Req'd Allowable fb @ Center 9.86 k-ft 42.86 in3 @ Left Support 0.00 k-ft 2,760.00 psi Right Support • 0.00 in3 2,760.00 psi @ 9 pp 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis ©Left Support @ Right Support Design Shear 8.78 k 5.38 k Area Required 28.810 in2 17.652 in2 Fv:Allowable 304.75 psi 304.75 psi Bearing @ Supports Max. Left Reaction 6.74 k Bearing Length Req'd 2.963 in Max.Right Reaction 4.47 k Bearing Length Req'd 1.967 in Query Values M,V,&D @Specified Locations Moment Shear ©Center Span Location= 0.00 ft Deflection 0.00k-ft 6.74 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k @ Left Cant.Location= 0.00 ft 0.0000 in 0.00 k-ft 0.00 k 0.0000 in • • • • Brand Residence Mike LaLane 16-45 06/03/16 Rich 1 '2. 7 1 : p 1- c'-o Vit., . esC, , 1/z too --),--2_--,1 p � ) . Mita Z4 PL,L-r- ici-tee. Ctt4.3.),, 4. -24290; 0 4c .., .,,, , ,,_....._„:,,,„,-----„...„ : X z7 34i))()(..._ e:U ••• • r-.0‘.1.-4 .*4r4ii"I- 4.0 OL,, *e-- 1 CA 1:14;1)(1146 .4i'* 1.00 -f ,1' (16 -1)6 Hil,.6 ` tot 4 V ccs V� c�;t,;. - . — 0(., ;_ 11. (o174,,, , .. ri, 0, 04i,34,.. .. ri.-roc),kt4,9:*... c-, 31 A .,„: * * * : ,,,, ,,,,, . i ..,, .,.r 0 ii„ 10 cf-Iti.,---Th ‘, _______ - , : ..,y-.\.„,„,.,,,,,,,, ,,, „„..,,_,. ® : Benchmark JOB• ArAn� P�4►denc� ® Engineering• CLIENTI Mike LaLane JOB NO 16-45 CIVIL - STRUCTURAL DATE' 06/03/16 BY, R1chSHEET NO, 112 2905 SE.OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX I Benchmark Engineering LLC Title: Job# 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Milwaukee,Oregon 97267 Description 503-659-9371 Scope: Rev: 580004 • User.KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 - (c)1983-2003 ENERCALC Engineering Software Jeremy brand.ecw:Calculations Description Brand Residence Beam B6 [General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 3.5x10.5 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft Lu 0.00 ft Member Type Glu Lam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 265.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 30.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 68.00#/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft [Point Loads Dead Load 1,965.5 lbs lbs lbs lbs lbs lbs lbs Live Load 2,890.5 lbs lbs lbs lbs lbs lbs lbs ...distance 5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft 1 Summary I Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=10.5in, Ends are Pin-Pin Max Stress Ratio 0.592 : 1 .Maximum Moment 4.5 k-ft Maximum Shear* 1.5 6.6 k Allowable 14.8 k-ft Allowable 11.2 k ' ,Max.Positive Moment 4.48 k-ft at 4.992 ft Shear: @ Left 1.34 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.57 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.024 in Max.M allow 14.79 Reactions... ©Right 0.000 in fb 836.32 psi fv 180.48 psi Left DL 0.55 k Max 1.34 k Fb 2,760.00 psi Fv 304.75 psi Right DL 1.86 k Max 4.57 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.039 in Deflection 0.000 in 0.000 in ...Location 3.312 ft 3.312 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,517.6 1,853.65 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.024 in ...Length/Defl 0.0 0.0 ©Left 0.000 in @ Right 0.000 in • Brand Residence Mlke LaLane 16-45 06/03/16 Rich 1 `f Benchmark Engineering LLC Title: Job# 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Milwaukie,Oregon 97267 Description 503-659-9371 Scope: Rev: 580004 • User.Kw-0607116,Ver 5.8.0,1-pec-2003 General Timber Beam Page 2 (c)18$3-2003 ENERCALC Engineering Software Jeremy brand.ecrv:Calculations Description Brand Residence Beam B6 [Stress Caics t Bending Analysis Ck 20.711 Le 0.000 ft Sxx 64.313 in3 Area 36.750 in2 Cv 1.000 Rb 0.000 CI 1336.302 Max Moment Sxx Req'd Allowable fb ©Center 4.48 k-ft 19.49 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi ©Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support ©Right Support Design Shear 1.78 k 6.63 k Area Required 5.830 in2 21.765 in2 Fv:Allowable 304.75 psi 304.75 psi Bearing @ Supports Max.Left Reaction 1.34 k Bearing Length Req'd 0.587 in Max.Right Reaction 4.57 k Bearing Length Req'd 2.010 in _Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.34 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • • • • Brand Residence Mike LaLane 16-45 06/03/16 Rich 16 Benchmark Engineering LLC Title; 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Job# Milwaukee,Oregon 97267 Description 503-659-9371 Scope Rev: 580004 User:KW-0607116,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Jeremy brand.eon,Calculations Description Brand Residence Beam B7 [General Information , Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir,24F-V4 Fb:Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 265.0 psi Load Duration Factor 1.150 [limber Member Information Description Left Mid Right Span ft 6.00 5.00 6.00 Timber Section 3.5x10.5 3.5x10.5 3.5x10.5 Beam Width in 3.500 3.500 3.500 Beam Depth in 10.500 10.500 10.500 End Fixity Pin-Pin Pin-Pin Pin-Pin Le:Unbraced Length ft 0.00 0.00 0.00 Member Type GluLam GluLam GluLam [Loads Live Load Used This Span? Yes Yes Yes Dead Load #/ft 760.00 760.00 760.00 Live Load #/ft 1,117.60 1,117.60 1,117.60 [Results Mmax @ Cntr in-k 68.9 0.0 68.9 @ X= ft 2.48 0.00 3.52 • Max @ Left End in-k 0.0 -71.1 -71.1 Max @ Right End in-k -71.1 -71.1 0.0 fb;:Actual . psi 1,106.2 1,106.2 1,106.2 Fb:'Allowable psi 2,760.0 2,760.0 2,760.0 Bending OK Bending OK Bending OK Shear @ Left k 4.64 4.69 6.62 Shear @ Right k 6.62 4.69 4.64 fv:Actual psi 202.8 125.2 205.9 Fv:Allowable psi 304.8 304.8 304.8 Shear OK Shear OK Shear OK [Reactions& Deflection DL @ Left k 1.88 4.58 4.58 LL @ Left k 2.76 6.73 6.73 Total @ Left k 4.64 11.31 11.31 DL @ Right k 4.58 4.58 1.88 LL @ Right k 6.73 6.73 2.76 Total @ Right k 11.31 11.31 4.64 Max.Deflection in -0.053 0.009 -0.053 @ X= ft 2.72 2.50 3.28 [Query Values Location ft 0.00 0.00 0.00 Moment in-k 0.0 -71.1 -71.1 Shear k 4.6 4.7 6.6 Deflection in 0.0000 0.0000 0.0000 Brand Restdence Mike LaLane 16-45 06/03/16 Rich ha Benchmark Engineering LLC Title: Job# 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Milwaukie,Oregon 97267 Description 503459-9371 Scope: Rev: 580004 User:KW-0607116,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software jeremy brand.ecw:Calculations Description Brand Residence Beam B8 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6x10 Center Span 6.25ft Lu 0.00 ft . Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 30.000 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 255.00#/ft LL 375.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft fSummary Beam Design OK Span=6.25ft,Beam Width=5.500in x Depth=9.5in,Ends are Pin-Pin Max Stress Ratio 0.451 : 1 Maximum Moment 3.1 k-ft Maximum Shear* 1.5 2.3 k Allowable 6.9 k-ft Allowable 10.2 k Max.Positive Moment 3.13 k-ft at 3.125 ft Shear: @ Left 2.00 k Max.Negative Moment 0.00 k-ft at 6.250 ft @ Right 2.00 k . Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.027 in Max.M allow 6.94 Reactions... @ Right 0.000 in ' fb 453.91 psi fv 43.24 psi Left DL 0.83 k Max 2.00 k Fb 1,006.25 psi Fv 195.50 psi Right DL 0.83 k Max 2.00 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection • -0.018 in -0.043 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,197.3 1,741.35 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.027 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in `Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 2002.766 Max Moment Sxx Req'd Allowable fb @ Center 3.13 k-ft 37.32 in3 1,006.25 psi @ Left Support 0.00 k-ft 0.00 in3 @ Right Support 0.00 k-ft 1,006.25 psi 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.26 k 2.26 k Area Required 11.556 in2 11.556 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 2.00 k Bearing Length Req'd583 i p Max.Right Reaction 2.00 k Bearing Length Req'd tr3. ,ReB►dence Mike LaLane 16-45 06/03/16 Rich 11 • Benchmark Engineering LLC Title: Job# 2905 SE Oak Grove Blvd,Ste 8 Dsgnr: Date: Milwaukie,Oregon 97267 Description • 503-659-9371 Scope: Rev: 580004 User KW-060"'6,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Jeremy brand.ecw:Calculations Description Brand Residence Beam B8 LQuery Values M,V,&D @ Specified Locations Moment Shear ©Center Span Location= Deflection 0.00 ft 0.00 k-ft 2.00 k 0.0000 in ©Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • • Brand Res idence • Mike Latrine I6-45 06/03/16 Rich t b r 1 T -e4Tiz-14-e4 Ari cG c' 4,16 1' , 1 ci- = 1 ,el 41 - 4, "1 ►r' d-, C' . . .. . ... ra7t. t rp-444 -z.„0 . . . . . . . 1-124444 pp.)] 04t4-4, 4-01 et-, t16)--3. • im • I• 11Benchmark JOB'" F3rAnrl Poblxt.�e„ce Engineering . riCLIENT! Mike LaLane JOB NO, 16-45 CIVIL - STRUCTURAL DATE: 06/03/16 BY, RIchSHEET NO. Fl 2905 SE>OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX Footing Design: B4+Truss A19 7.84 kips Beam Reaction= 7.84 Thickness (T)= 10 inches d= 7 inches Square Ftg Size= 27.4 Width= 30 inches bl= 5.5 inches Length= 30 inches b0= 50 inches phi= 0.85 Two-way Action: Rc= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu= 11.0 kips Required Beam Action: qu= 2.132 ksf Vc= 42 kips phi*Vc= 35.7 kips Allowable Vu= 17.9 kips Required Soil Pressure (qs) qs= 1.254 ksf ...% Use 30"x30"x10" Pad Brand Residence Mike LaLane 16-45 06/03/16 Rich l Footing Design: B4 4.70 kips Beam Reaction= 4.70 Thickness(T)= 10 inches d= 7 inches Square Ftg Size= 21.2 Width= 24 inches b1= 5.5 inches Length = 24 inches b0= 50 inches phi= 0.85 Two-way Action: (3c= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu = 5.8 kips Required Beam Action: qu= 1.998 ksf Vc= 33.6 kips phi*Vc= 28.56 kips Allowable Vu= 14.3 kips Required Soil Pressure(qs) qs= 1.175 ksf Use 24"x24"x10" Pad Brand Residence Mike LaLane 16-45 06/03/16 Rich Footing Design: B7 4.64 kips Beam Reaction= 4.64 Thickness (T)= 10 inches d= 7 inches Square Ftg Size= 21.1 Width = 24 inches b1= 5.5 inches Length = 24 inches b0= 50 inches phi= 0.85 Two-way Action: f3c= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu= 5.7 kips Required Beam Action: qu= 1.972 ksf Vc= 33.6 kips phi*Vc= 28.56 kips Allowable Vu= 14.3 kips Required Soil Pressure (qs) qs= 1.16 ksf Use 24"x24"x10" Pad • Brand Residence Mike LaLane 16-45 06/03/16 Rich Footing Design: B7 11.31 kips Beam Reaction= 11.31 Thickness(T)= 10 inches d= 7 inches Square Ftg Size= 33.0 Width= 36 inches b1= 5.5 inches Length= 36 inches b0= 50 inches phi= 0.85 Two-way Action: Rc= 1.0 • Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu = 16.9 kips Required Beam Action: qu= 2.136 ksf Vc= 50.4 kips phi*Vc= 42.84 kips Allowable Vu= 21.4 kips Required Soil Pressure (qs) qs= 1.257 ksf Use 36"x36"x10" Pad • W/(2)#4 E.W. Brand Residence Mike LaLane I6-45 06/03/16 Rich r-C" Footing Design: B6 4.57 kips Beam Reaction= 4.57 Thickness(T) = 10 inches d= 7 inches Square Ftg Size= 20.9 Width= 24 inches b1= 5.5 inches Length= 24 inches b0= 50 inches phi= 0.85 Two-way Action: Rc= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu= 5.7 kips Required Beam Action: qu= 1.942 ksf • Vc= 33.6 kips phi*Vc= 28.56 kips Allowable Vu= 14.3 kips Required Soil Pressure (qs) qs= 1.143 ksf Use 24"x24"x10" Pad Brand Residence Mike LaLane 16-45 06/03/16 Rlch r°(0. Footing Design: B5 6.74 kips Beam Reaction= 6.74 Thickness(T) = 10 inches d= 7 inches Square Ftg Size= 25.4 Width= 30 inches b1= 5.5 inches Length = 30 inches b0= 50 inches phi= 0.85 Two-way Action: Rc= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu= 9.5 kips Required Beam Action: qu= 1.833 ksf • Vc= 42 kips phi*Vc= 35.7 kips Allowable Vu= 17.9 kips Required Soil Pressure (qs) qs= 1.078 ksf Use 30"x30"x10" Pad Brand Residence Mike LaLane 16-45 06/03/16 Rich • Footing Design: B8+Truss B01 4.89 kips Beam Reaction = 4.89° Thickness (T)= 10 inches d= 7 inches Square Ftg Size= 21.7 Width= 24 inches b1= 5.5 inches Length = 24 inches b0= 50 inches phi= 0.85 Two-way Action: (3c= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu= 6.1 kips Required Beam Action: qu= 2.078 ksf Vc= 33.6 kips phi*Vc= 28.56 kips Allowable Vu= 14.3 kips Required Soil Pressure(qs) qs= 1.223 ksf Use 24"x24"x10" Pad • Brand Residence Mike LaLane 16-4✓ 06/03/16 Rich ' r Footing Design: Truss B01 2.59 kips Beam Reaction= 2.59 Thickness(T) = 10 inches d= 7 inches Square Ftg Size= 15.8 Width= 24 inches bl= 5.5 inches Length = 24 inches b0= 50 inches phi= 0.85 Two-way Action: Rc= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu= 3.2 kips Required Beam Action: qu= 1.101 ksf Vc= 33.6 kips phi*Vc= 28.56 kips Allowable Vu = 14.3 kips Required Soil Pressure (qs) qs= 0.648 ksf Use 24"x24"x10" Pad • • Brand Residence Mike LaLane I6-45 06/03/16 Rich Footing Design: Truss A01 4.86 kips Beam Reaction= 4.86 Thickness(T) = 10 inches d= 7 inches Square Ftg Size= 21.6 Width= 24 inches b1= 5.5 inches Length= 24 inches b0= 50 inches phi= 0.85 Two-way Action: Rc= 1.0 Vc= 70 kips phi*Vc= 59.5 kips Allowable Vu = 6.0 kips Required Beam Action: qu = 2.066 ksf Vc= 33.6 kips phi*Vc= 28.56 kips Allowable Vu= 14.3 kips Required Soil Pressure (qs) qs= 1.215 ksf Use 24"x24"x10" Pad • • Brand Residence Mike LaLane 16-45 06/03/16 Rich Pi 0 Lateral Analysis - Design Criteria: Simplified Method Seismic: Site Class D Ridge= 21 feet R= 6 Eave= 9 feet = 0.963 Sds=0:716 h= 15 feet $1.= 0.418 Sdl=.0:441 F.= 1:0 Wdl.= 1.0 V=((FxSds)xWcfl)/R V= 0.119 Wdl Design Dead Loads: Roof- 17 psf W011- 12 pSf Floor=. 15 psf Seismic(Transverse) Front-Rear Seismic(Longitudinal)Side-Sicle • Roof= 66300 lbs . . Upper Floor=0 : lbs Main Floor= 0 lbs Wallperp=8856 lbs Wall.pd.= 5076 lbs : Base: : Base. Vperp= 8969 lbs Vprl = 8518 lbs This'is* structure is*a' Wood framed"strUctUre'With ëfab obi trusses throughout. It has a Hip RoOf•With destgn.Slope 6:12. morAmmon Benchmark JOB' FtrAne-1 moommig . Engineering CLIENT' Mike Lal_ane JOB NO. 16-45 Lei CIVIL - STRUCTURAL DATE' 06/0346 BY' RrchSHEET NO. 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX 4 4 Wind: 1-Story Structure Light-Frame Wood Construction • ASCE 7-10, 2014 O$SC • Exposure 'B' • 1= 1.0 • V3s= 120 mph Edge•Strip{Es) • • Es= 3.0 ft Es= 3.0 ft <---Use.this Es= 3.6 ft Ez= 6.0 ft • Roof Angie= 26.6 degrees .Horizontal Loads Basin Pressures(psf) Figure 28.6-1 : Zone= •A g• • C p Ps= 28.6 4.6 20.7 4.7 Case 1 Case 2 Wind Pressure:{Transverse)Front-Rear Wind Pressure: (tongihtudhnal)Side-Side : • Roof...11212. ..lbs Roc9f= ...9693:.. lbs• 71 0: lbs Lower Roof= 0 72• . At 2-Story Mainperp= 0: lbs Mainprl2 = 0 : lbs 73 Windperp= 112;12 lbs ;Windp�l = 9693 lbs 74 • Wind Governs! : : Wind Governs! Vperp/1.4.= 6406 lbs Vprl/1.4= 6684 lbs •Roof.Diaphragm: Horizon al forces.and Shears-.W.nd.(Transverse).Front-Rear Shear= 119.3 ptf • :Horizontal Forces and Shears-Wnd (Longitudinal)Side Side RoOf Diaphragm Shear= 59,1 pif Use:1/2'' CDX Plywood{Index 48/24) W/8d.@ 6"0.C:edges 8d @.12"O.C. field Benchmark JOB. a Ani p,e4lCl.nce ENNEENEEngineering CLIENTS Mike LaLane JOB NO. 16-45 CIVIL — STRUCTURAL DATE' 06/03/16 BY, R/chSHEET NO. 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX • r L /34, i471 NOLwEAM.CA ,1 IROu3n4. ,CHS 51Nu.=46LcTHOR WAR.ROWeF . P-71. 11110114 MC 5111LOING=CM/CAL 91/5404. A SILL 111.1111 NOT 4.41LATER MAN 441 On 2VA 24 © • la 28' I I, Jr 2.0.NOL1 4OFM XOlnALI,ALL HAN.t Ed RA.TO ILRIONIAll AT ntWALL OR 211.11,11,0 MC WALL. ww 1• 28. .� t� .Iw.ue..n.® ax f r E 2_i050 Bn WALL rwu 34now.Icxrrn . . _ i gr---- m0.C.INa°OR 0136 NA., Ogr r .• 5 0o f \1I 7 AMECI ItRi10 1.15.1.1 3V ALL 4-CONC SLAB ON 50LID r u • 81 RBO X41 *nr WALL WALL. "Wa a o BDRM 3 V i n� 2 , m I 4'CONC 5IAB ON 5000 FILL :.,....,,,,e1,0,,,,c‘r,,morw,72:cor..,....„.,:w...L.,,,. x•r4x. - 1 PORCh1 B-' _ ` L I) oc CD \2 g M5TR BERM 4[1.5 AND NIP.DOLIBLL FLOOR J01511 _ >' 2-3060 sn 2-3060$n ��'•r y U If `11 rFI3 51 cot.C14CP64 CODE RM.: TRUCTmarnn,or • 26 26 • .. i 1 1 GARAGE •�-—— C:S ♦ ` AI W I,*A c 4 NO I. j20 e WINDOW• c...ss x-..a 461 it,I 01 WALL W,ULAPON W2I a o III 26 R :. riRu,x:.xwn. Rs30o m- � �JEN — DINING 0---- � II �r�u. 111.1nAL ALI.Dn..?ON,AROUND 4 MDF I _ 1114 24 �DASIN 11 .3nvea GREAT ROOM I • ° 1 �. I. 0-Q ® 26 • —— ',01 1II 1 ' PfnifilLAPON3 OR LW,.KRACC3 ','cmx4=m xcnsm d11 DUCT ReuRricRo 15 TO ES R.,s ,m ROCAN LAWS [111.P.16- 4 KITCFIEN I D 1 II ju , nn• --I �. Av I 2BESin 2j} . '.30 ——— ENTRY - ..., ... .. - i m 26 4•CONC SLAB ON SOLID FILL 30 30 26441 40 24 — 40 —. 40 ' C F. jit♦ ".."f 0 y ' m uL Au.ao. ss A Residential CAD design o- BDRM 2 CRAFT OFFICE T - Doug Gardner "' I /M,EDIA d 20 126 t�[ 60 WI .....�w r..... p �_�. _ $ i �.._ \ \ •.•. 2.3050 51-1 , 2.3050 51-1 , ! B r 2-3050 5n -__�. \ 5 3 __ f I'-10 11' S' 10-10 13-4' / 5'--/ IT i 2'-/ Illi, w JEREMY AND DEBBIE BRAND MKST FL• OK FLAN 79015TRELT DGARD,OR • /„ 1 3/9/16 1/4" = 1. l • Main Floor Shearwalls Wind Perpendicular to Ridge Wind ParalleLto.Ridge Roof= 136.7 pif Rock 206.2 plf • Wall Len Force(lbs) Shear(p f) Type 1 32 820 25.6 A 2 42 3196 76.1 A 3 12 2461 205.1 A 4 6.7 2.871 428.5 C . 5 24 1435 59.8 A 6 4 1777 444.3 C 7 10 1709 170.9 A • 8 16 4846 302.9 g 9 33 1650 50.0- A • Benchmark JOBS FirAnrl Qea!//or1C e Engineering CLIENT, Mike LaLane JOB NO, /6-45 CIVIL - STRUCTURAL DATE, 06/03/16 BY, R1chSHEET NO. 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX Component&Cladding- Roof Roof Slope 6;12 L= 47 ft Sp= 24 ,finches Truss Spacing h= 15 ft Wdl = 24 plf A.= 1.0 Effective Area Design Loads: :be a 15.7 ft WdF= 24 Of Area= 736.3 sq ft *I.- 50 p11 Wtl= 74 pif Zone 1 Negative Pressure p= -1,5.2 psf w= -30.4 plf Zone 2 Negative Pressure p- 23 psf w= -46 plf Zone 3 Negative Pressure p= -35.5 psf w= -71 plf Zone.1 : PositivePressure p 8 1 psf w= 16.2 .plf Zone 2 Positive Pressure p= 8.1 psf w= 16.2 p1T Zone 3 Positive.P.ressure p= 8 1 psf w= . 16.2 plf Number of na Is per 4'x8'area = 48 Nails Max Tension per Nail= ' ' -23.7 lbs per nail Withdrawal.capacity.(8d) '05 NDS,Table 11 2C Pn = 89.6 lbs per nail Safety Factor= 3.8 oRiminfil Benchmark JOB' Ani P,ogrre„ce Engineering CLIENTS Mike LaLane JOB NO, 16-45 CIVIL - STRUCTURAL DATE' 06/03/16 BY, RIchSHEET NO, LS 2905: SE, OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX Component&Cladding-.Wall L= 9 ft Sp= 16 Stud Spac'ng Effective•Area be= 3.0 ft Area = 27.0 sq ft • Zone 4 • Negative Pressure p= -22.6 psf w= -30:1 . plf gone 5 Negative Pressure p= -27.2 psf w= -36.2 plf Zone 4 Positive Pressure p= 20.8 psf w= 27.7 ...plf Zone s Positive Pressure p= 20.8 psf w= 27.7 plf Number of nails per•45(8`area= 48 Nails Max.Tension.per Nail= 18.1 ...lbs.per.nail Withdrawal capacity(8d) '05 NDS,Table 11.2C Pn= 89.6 lbs per nail Safety Factor= 4.9 Benchmark JOB, _FrAnciQ�Qr.�e��� NE Engineering• . CLIENT' P1/ka LaLane JOB NO, 16-45 EN • EN CIVIL — STRUCTURAL DATE, 06/03/16 BY, R/chSHEET NO 2905 SE OAK GROVE BLVD, SUITE #8, MILVAUKIE, OREGON 97267 503-659-9371/659-9796 FAX PERfORATED WALL Wall 1 2005 NDS,Section 4 3.3.4 Overall•Lehgth (tw - 47 ft fotal.Fu.11.Ht.Segments (Sw)= 32 ft Maximum.Opening.Ht (Ho}= 2H/3 ft Percent Full-ht/Sheathed (Sw/Lw) = 68.1 percent Opening Adjustment Factor (Co) = 0.75 Try 15/32 CDX Sheathing 8d @ 6"O.C. v= 393 Capacity of Perforated Wall = 18864 ' lbs OK Greater than 820 lbs Shear Force Tensron &•Compresslori chord at perforated wilt ends (T){(Sect. 4.3 6.1.2) {Equation 4.3-5) T 273 lbs Use(2)2x6 stud each end of perforate•waJl Check Top & Bottom,chord shear(Sect.4.3.6,4,1) (Equation 4.3-6) v= 34.2 plf Use (2)16d @ 12" O.C. Wall Overturning (Sect 4.3.6.4.2.1) Dead Loads: Mot= 7380 ft-lbs Roof; 306 plf Floor= a plf Wall = 108 plf Resisting Moment(Mr) Tatar l)L'= -414 •plf • Mr a -457263 ft-lbs Uplift (T) T -5680 lbs No ho down required • ominous Benchmark JOB' BrAneq 1:2e4rritenCe monEnim Engineering CLIENT) Mike LaLane JOB N0, 16-45 CIVIL - STRUCTURAL DATE, 06/03/16 BY, RIchSHEET NO. L- 1 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX Walt 2a Len - 3.5 ft Dead.Loads: Roof= 399.5 plf Mot= 2131 ft-lbs Floor., Wall = 108 plf Resisting Moment (Mr) Total DL= -507.5 plf Mr= -3108 ft-lbs Uplift (T) T= 8 Lbs Use Simpson HDU4 Holdowns m •mmmilm MENNEMI Benchmark JaB, ►r/,ence NEENNEN Engineering CLIENT' Mike LaLane JOB NO, 16-4/5, CIVIL - STRUCTURAL DATE' 06/03/16 BY, RichSHEET NO. G U 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX PERFORATED WALL Wall 2b 2005 NDS; Section 4:3.3.4 Overall Length (Lw)=-• 18 ft Total Full Ht Segments (Sw) - 9 ft Maximum Opening.Ht (Ho).=... 5H/6. ..ft Percent Fpll-ht/Sheathed (SW/•Lw) 50.0 percent Opening Adjustment Factor (Co) = 0.67 Try 15/32 CDX Sheathing 8d @ 6" O.C. = 393 Force in wall section 2b = 685 Capacity of Perforated Wall Va = 4740 lbs OK Greater than 6$5 lbsShear Force . . : Tension&•Compression chord at perforated wall'ends (T),(Sett. 4.36.1.2) ••• '•' {Equation 4.3-5) T.= 909 ••lbs Use(2}2x6 stud each end of perforate wail Check Top.& Bottom.chord shear(Sect 4.3.6.4.1) (Equation 4.3-6) v= 113.6 plf Use (2)16d @ 12" O.C. Wall Overturning (Sect 4.3 6.4.2.1) Dead Loads: Mot= 6165 ft-lbs Roof= 399.5 plf Floor= 0 : plf Wall= 10'$ plf • . •• • •Resisting Moment(Mr} Total•Dt.= -507.5•• •plf Mr= . -82215••.ft-lbs Uplift (T) T- -2398.. lbs No holdowns required INEENNIIE osmosis Benchmark JOB. FirAnrla�,oar,geplc,o Engineering CLIENT! Mice LaLane JOB -No, I6-45 CIVIL - STRUCTURAL DATE! 06/03/16 By, RJchSHEET NO. 1 2905: SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX e Wall 2c Len = 24 ft Dead Loads,. ROof= 382.5 . .plf Mot=. 14610. . ft-lbs Floor= WaIJ = 108 plf .Resisting Moment (Mr) Total DL= -490.5 plf . . . . . Mr= -141264 ft-lbS . . . :Uplift (T) T= -2192 lbs No holdowns required :Walta : Len = 12 ft Dead Loads: Roof= 68 plf Mot•+••• 19688 ••ft-lbs Floor= :0 plf Wall = .108 ....plf Resisting M.orr.ient.(Mr) Tota DL= -176 plf Mr -12672 ft-lbs Uplift IT) T= 378 lbs Use Simpson HDU4 holdowns • • • • Benchmark JOB' RrAne-LiPoDA rdexce 0000000 Engineering CLIENT' Nike LaL.ane JOB NO, 16-45 CIVIL - STRUCTURAL DATE! 06/03/16 BY' RichsHEET NO. LA 0 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX • PERFORATED WALL ' Wall 4 2005 NDS;Section 4.3.3.4 Overall Length (Lw)•= 12 ft fatal Full.Ht Segments (Sw).= 6.7 ft Maximum Opening.Ht.. ...(Ho) = 5H/.6.. . ft Percent Full-ht/Sheathed (Sw/Lw 55.8 percent Opening Adjustment Factor (Co) 0.69 Try 15/32 CDX Sheathing : : : • 8d @ 3"O. v= ' 930 Capacity of Perforated Wal : Va = 4299 lbs OK Greater than 2871 lbs Shear Force Tensian'& Compression chord at*perforated wall ends (T): (Sect.'4.3.6.1.2) (Equation 4:3-5) T.= ..4968... lbs Use•(2)2k6.stud each end of perforate wall Check To.p.&8ottom.chord shear.(Sect.4 3.6.4.1) (Equation 4.3-6) v= 621.0 plf Use (2)16d @ 16" O.C. Wall Overturning (Sect 4.3.6.4,2.1) Dead Loads: Mot T 25839 ft-lbs Roof= 68 plf Floor= 0 plf Wall= 168 plf Resisting'Mornent'(Mr) Total DL= -176 plf .:12672 ••ft4bs Uplift(T) T= 1520 . ..lbs Use Simpson HDU4 holdowns • 61 in• II m Benchmark JOBI RrAnei rp,..4rc/enco ENNENEN Engineering CLIENTS Mike LaLane JOB N0. 16-45 CIVIL - STRUCTURAL DATE! 06/03/16 BY, RrchSHEET NO. V 1 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX Wall S Len = 24 ft Dead-Loads: Roof- 68 Of • Mot....11480 -ft-lbs Floor.._ . .. .0 plf • Wall = 108 pif :Resisting Moment (Mr) Total DL= -176 plf INIr T -50688 ft-lbs • Uplift (T) T= =592 lbs No holdowns required •Walt 6 Len•= 4 ft Dead•Loads: :Roof•= 68 plf Mot.=••• 14216 ••ft-lbs Floor•= .0 plf Wall = 108 plf Resisting Moment.(Mr) Total.Dt.= -176 plf Mr= -1408 ft-lbs . • Uplift (T) T= 41$ lbs Use Simpson HDU4 holdowns • • • • • Benchmark JOB, RrAele-1 Pesid,ice moommino Engineering CLIENTS t like LaLane JOB NO, 16-45 CIVIL - STRUCTURAL DATE' 06/03/16 BY' RIchSHEET NO, 1A2. 2905. SE, OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX • Wall 7a;'7b;7c;7d Len - 2:5 ft Deed•Lads: Roof= 68 plf Mbt- 3418 ft-lbs floor= 4 plf Wall = 108 pIf :Resisting.Moment Total DL= -176 plf IVIr; -550 ft-lbs :Uplift (T) T= 97 lbs Use Simpson HDU4 holdowns • • • • • • • • • umnitomBenchmark JOB. FirAnrl �+toair/onr-`o 'NEENNEgiEngineering CLIENT! Mike LaLane JOB NO, 16-45 CIVIL - STRUCTURAL DATE' 06/83/16 BY, RichSHEET NO, ` 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX PERFORATED WALL:_ Wall 8 2005 NDS,•Section 4.3.3.4 Overall Length (Lw) - 22 ft Total.Full.Ht Segments g (Sw), 16. ft Maximum Opening Ht.. .. .(H.o) = 2H/.3... ft Percent Full-ht/Sheathed (Sw/Lw 72.7 percent Opening adjustment Factor. (Co) 0.79 Try 15/32 COX Sheathing 8d @:4" O : V= 715 Capacity of Perfarated Wall • • • . Va = 0038 lbs OK Greater than 4846 •. lb's Shear Force Tension•& Com'pre'ssion chord at perforated watt ends iT)•, (Equation 4:3-5) T•= 3067.•• lbs •Use{02x6 stud each end of • perforate wall Check Top.&Bottom.chord shear(Sect.4;3,6 4..11 . (Equation 4.3-6) v= 383.4 plf Use (2)16d @ 16" O.C. . Wall Overturning (Sect 4.3.6.4.2.1) Dead Loads: Mot 43614 ft-lbs Roof= 255 plf Floor= plf V1ralI= 108 plf Resisting Moment(Mr) Total DL -363 plf Mr•_•••-87846• ft-lbs Uplift (T) T=. -413 lbs No.holdowns required • ° Ri• ra • mi MINEINIEM Benchmark JOB1 RlAfleJ Peatdemn.. mommismig Engineering CLIENTS Mike 1-al-ane JOB NO, 16-45 CIVIL - STRUCTURAL DATE' 016/03/16 BY' RichSHEET NO, � t 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX I PERFORATED WALL Walt 9a 2005NOS,Section 4.3.3 4 Overall Length (Lw) = 1333• • ft total•Full Ht•Se ments ,g•• (5w) _.. . .7.33 ft Maximum Openirig•Ht (He) = 211/3 ft Percent.FulJ ht/Sheath.ed.(Sw/Lw 55.0 percent Opening Adjustment:Factor (Co) 0.69 Try 15/32 CDX Sheathing 8d @:6" O. v= 393 Force in wall section 9a = 367 lbs Capacity of Perforated Wall Va = 1988 lbs OK Greater than 367'• ••lbs Shear Force Tension & Compression chord at perforated watt end's'(T);JS4t:'4:3:6:1:2r (Equat'on 4.3-5) T- 581 lbs Use(2)2z6 stud each end of perforate•wall Check Top&.Bottom chord shear.(Sect 43.6 4.1) (Equation 43-6) v= 72.6 plf Use (2)16d CO 16" O.C. Wall Overturning (Sect 4.3.6.4.2.1) Dead Loads: Mot= 3303 ft-lbs Roof= 399.5 plf Floor= b Of • • Wall= 108 plf Resisting Moment (Mr) Total DL= -507:5 '•'plf Mr•r"•45689 •ft-lbs Uplift{T} T=•• 1782•••lbs No holdowns required Benchmark JOB, Ano-1 1:2.04tpltonCP Engineering CLIENTS hike LaLane JOB NO, I6-45 CIVIL - STRUCTURAL DATE' 86/03/!6 BY, RIchSHEET NO, IA S 2905 SE OAK GROVE BLVD, SUITE #8, MILWAUKIE, OREGON 97267 503-659-9371/659-9796 FAX • PERFORATED WALL" WaII 9b 2005 NDS, Section 4.3.3.4 Overall Length.. .••(Lw)=. • 16.83 ft • rotal.Full.Ht Segments (SM.= 7.83... ft Maximum Opening Nt.. ...(Ho) = 2H/3.. . ft Percent Full-ht/Sheathed (Sw/Lw 46.5 percent Opening adjustment Factor (Co) 0.66 Try 15/32 COX Sheathing 8d @ 6" O. v= 393 • Force in wall section 9b= 392 lbs Capacity'of Perforated Wal Va = 2031 lbs OK Greater than 392' "lbs Shear Force Tension'&Com'pre'ssion chord at'perforated wall ends (T), (Equation 4.3-5) T= 607 lbs Use•(2)2x6•stud eeach•end of perforate wall Check Tap.&Bottom.chorcf shear fSect.4.3.17.4.1) (Equation 4.3-6) v= 75.9 pit Use (2)16d @ 16" O.C. Wall Overturning (Sect 4.3,6.4.2.1) Dead Loads: Mot a 3528 ft-lbs Roof= 399.5 plf Floor= 0 plf Wall= 108 p1f Resisting Moment(Mr) Total DL • -507.5•••pif Mr=•• -71874. .ft-lbs Uplift (T) T- -2353. .. lbs Noholdowns required MI in • • M 1 Benchmark JOB. �a,4,e-ienCe IMENEMEM Engineering CLIENTS Mike LaLane JOB No, 16-45 CIVIL - STRUCTURAL DATE' 06/03/16 BY, RichSHEET NO. LeRof 2905 SE OAK GROVE BLVD, SUITE #8, MILVAUKIE, OREGON 97267 503-659-9371/659-9796 FAX J u • PERFORATED WALL Wall 9c 2005 NDS;Section 4.3.3:4 Overall Length (Lw)•=• . •2783•• ft total Full fit.Segrnents (Sw).T. . .17.83.. ft Maxiniuni Operiing.H.t ...(Ho) = 2H/3 ft Percent Full-ht/Sheathed (Sw/Lw 64.1 percent Opening Adjustment Factor (Co) 0.63 Try 15/32 CDX Sheathing 8C1@ 6" 0. v= 393 ; Force in wall section 9c= 892 lbs Capacity of Perforated Wall Va'=''' 4415 • •lbs OK Greater than 892• '••Itis Shear Force Tension&'Compression chord at•perforated wail ends (T),(Sct:4.3'6:1 2) (Equation 4.3-5) T7--• 635 lb$ ltse•(2)2x6•stud•each•end of perforate.wall ,Check Top.& Bottom.chord shear(5ect.4.3.6.4.1) (Equation 4.3-6) v= 79.4 plf Use (2)16c1@ 16" O.C. Wall Overturning (Sect 4.3.6.4.2.1) Dead Loads: Mot r 8028 ft-Ibs Roof= 399.5 plf Floor= 0 pif Wall = 168 pif Resisting Moment(Mr) Total DL=•• •-507.5" •pif Mr=•.496532 ft-lbs Uplift (T) T n. .-3949... lbs Noholdowns required Benchmark JOB' FZrAnr•1 QealdFnCP moommom Engineering CLIENT, Mike LaLane JOB NO, 16-45 CIVIL - STRUCTURAL DATE' 0`6/83/16 BY, RichSHEET NO. LAI 2905 SE OAK GROVE BLVD, SUITE #8, MILVAUKIE, OREGON 97267 503-659-9371/659-9796 FAX a 1 • 7' (4-, collard note. 1 St.,RECLIVT MDR 5.34.4.rower POWS AT 0 •K ,,,,i1 . 3oa ._ • 4 f- - 12 • 2,' • I. , 2G' [NSORiM wR .1A10T.IT.r,.f.A.R..N,9rx mei A BRACED rwal.=GO= \ \ 2-305052 ____ 3-305052 r--- 3 BRACtO WALL MN,96.PAK LW,. x,e atmnxu,ww r.. eo�Mf.i.MGM walr RBOI��' °I IIIASPECT WO GN55.511 30 ,-GONG SLAB On SOLID r1 6I RB02' VI µO"N.1.PA�ALL.17 gWALL DD, 1: b 8_ 8DRM 3 30 'ir'� 28 °� �I ®a.PANG.96 PORCI- 8 4"GONG 5:AB 05 50LID!ILL cmNOit.,rr c.,.MD.a,.UM/_`` ns.0, ca. 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Q weir w�«r« • I I N •�� FLOO ' F` • N ism STREET 6AR0,OR . • 3/9/16 1/4" = 1' I / Sheathing Shearwall1.11/ Shearwall Type I B I I Holdown/Strap ■I = HOLDOWN/STRAP LOCATION SHEARWALL KEY PLYWOOD or OSB'RATED SHEATHING'or GYPSUM BOARD SHEATHING SHEAR WALL PANEL DESCRIPTION SILL CONNECTOR &SPACING „, SHEATNG NAILING TYPE THICKNESS PANEL EDGES SILL-TO-FLOOR SILL-TO-FOUNDATION 8d NAILS (2)16d NAILS 5/8"0 Anchor Bolt 7/16 (d)6"O.C. ©12"O.C. (t2 36"0.C. © 7/16" 8d NAILS (2)16d NAILS 5/8"0 Anchor Bolt 4"Q.C. 8"Q.C. @ 24"O.C. �� 8d NAILS (2)16d NAILS 5/8"0 Anchor Bolt ▪ 7/16 ©3~O.C. �6"O.C. @18"O.C. J 1/2"GB a:1711181-1 UNBLKD (141 12"O.CS 1/2"0 Anchor Bolt @48"O.C. K❑ 1/2"GB @ 4"O.C. UNBLKD (@ 12"O CS 1/2"0 Anchor Bolt 48"O.C. © 5/8"GB 2 8/121 O.C. BLKD 12"O.CS 1/2"0Op 48ft OoCBo • HOLDOWNS&STRAPS • HOLDOWN DESCRIPTION TYPE 0 NO HOLDOWN REQUIRED 1 SIMPSON MST60 2 SIMPSON HDU2 3 SIMPSON HDU4 4 5/8"THREADED ROD Brand Residence Mike LaLane I6-45 06/03/I6 Rich 1 .9( ®Roisecscade Single 9-1/2" BCI®5000-1.7 DF Main LeveRFloor Joists\J2(186) Dry12 spans I No cantilevers 10/12 slope May 11,201612:58:51 BC CALC®Design Report 24 OCS I Repetitive I Glued&nailed construction Build 4340 File Name: 16-000945.mmdl Job Name: ML FRAMING Description:Designs\Floor Joists\Main Level\Floor Joists\J2(i86) Address: BRAND RESIDENCE Specifier: GTN City,State,Zp:, Designer: Customer: PROBUILD-VANCOUVER Company. Code reports: ESR-1336 Msc: 0 fisi' 'r4 BO 10-09-08 10-10-10 81 B2 Total Horizontal Product Length=21-08-02 Reaction Summary(Down!Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B0,2-3/4" 388/49 85/0 B1,5-12" 1,048/0 262/0 B2,4-3/8" 398/50 87/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 FC 1 Floor Material Unf.Lin.(Ib/ft) L 00-00-00 21-08-02 80 20 n/a Controls Summary Value %Allowable Duration Case Location Disclosure Pos.Moment 1,042 ft-lbs 42.3% 100% 2 04-08-09 Completeness and accuracy of input must Neg.Moment -1,320 ft-lbs 53.7% 100% 1 10-09-08 be verified by anyone who would rely on Neg.Moment -1,320 ft-lbs 53.7% 100% 1 10-09-08 output as evidence of suitability for End Reaction 473 lbs 44.7% 100% 2 00-00-00 particular application.Output here based Int.Reaction 1,309 lbs 51.9% 100% 1 10-09-08 on building code-accepted design End Shear 450 lbs 30.5% 100% 2 00-02-12 properties and analysis methods. Cont.Shear 633 lbs 42.9% 100% 1 10-06-12 Installation of BOISE engineered wood Total Load Defl. U999(0.108") n/a n/a 2 05-03-02 products must be in accordance with Live Load Defl. 0999(0.092") n/a n/a 5 05-03-02 current Installation Guide and applicable Total Neg.Defl. L/999( 0.015") n/a n/a 2 13 11-14 building codes.To obtain Installation Guide or ask questions,please call Max Defl. 0.108" n/a n/a 2 05-03-02 (800)232-0788 before installation. Span/Depth 13.4 n/a n/a 0 00-00-00 BC CALL®,BC FRAMER® AJSTM %Allow %Allow ALLJOIST®,BC RIM BOARDTM,BCI®, Bearing Supports Dim.(L x W) Value Support Member Material BOISEGLULAMTM,SIMPLE FRAMING BO AaII/Plate 2-3/4"x2" 473 lbs 20.2% 44.7% Unspecified SYSTEM®,VERSA-LAM®,VERSA-RIM B1 Wall/Plate 5-12"x2" 1,309lbs 28% 51.9% Unspecified PLUS®,VERSA-RIMY, B2 1/V9II/Plate 4-3/8"x 2" 485 lbs 13% 43.1% Unspecified VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Notes Products L.L.C. Design meets User specified(L/360)Total load deflection criteria. Design meets User specified(L/480)Live load deflection criteria. Design meets arbitrary(1")Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 7/8"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 *Boise Cascade Single 9-1/2" BCI® 5000-1.7 DF Main LeveRFloor Joists\J3(i108) Dry 12 spans I No cantilevers 10/12 slope May 11,201612:58:52 BC CALCO Design Report 24 OCS I Repetitive I Glued&nailed construction Build 4340 File Name: 16-000945.m m dl Job Name: ML FRAMING Description:Designs\Floor Joists\Main Level\Floor Joists\J30108) Address: BRAND RESIDENCE Specifier: GTN City,State,Zip:, Designer: Customer: PROBUILD-VANCOUVER Company. Code reports: ESR-1336 (Vise: 0 eta. s ., . .. . o-m ...- .,, ,. . ,:., ,u a, .. .. +, .,' ,., ,. . BO 10-09-08 07-04-02 81 B2 Total Horizontal Product Length=18-01-10 Reaction Summary(Down/Uplift)(lbs) Bearing Live Dead Snow Wind Roof Live B0,2-3/4" 380/17 91 /0 B1,5-12" 895/0 224/0 62,4-3/8" 280/88 48/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 FC1 Floor Material Unf.Lin.(Ib/ft) L 00-00-00 18-01-10 80 20 n/a Controls Summary Value %Allowable Duration Case Location Pos.Moment 1,032 ft-lbs 41.9% 100% 2 04-08-09 Neg.Moment -999 ft-lbs 40.6% 100% 1 10-09-08 Neg.Moment -999 ft-lbs 40.6% 100% 1 10-09-08 End Reaction 471 lbs 44.4% 100% 2 00-00-00 Int.Reaction 1,119Ibs 44.3% 100% 1 10-09-08 End Shear 448 lbs 30.4% 100% 2 00-02-12 Cont.Shear 602 lbs 40.8% 100% 1 10-06-12 Uplift -40 lbs n/a 100% 2 18-01-10 Total Load Defl. L/999(0.107") n/a n/a 2 05-01-07 Live Load Defl. L/999(0.087") n/a n/a 5 05-03-02 Total Neg.Defl. U999(-0.013") n/a n/a 2 13-06-02 Max Defl. 0.107" n/a n/a 2 05-01-07 Span/Depth 13.4 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(LxW) Value Support Member Material BO VVall/Plate 2-3/4"x2" 471 lbs 20.1% 44.4% Unspecified B1 Wall/Plate 5-12"x2" 1,119 lbs 23.9% 44.3% Unspecified B2 1Nall/Plate 4-3/8"x2" 328 lbs 8.8% 29.2% Unspecified Notes Design meets User specified(L/360)Total load deflection criteria. Design meets User specified(L/480)Live load deflection criteria. Design meets arbitrary(1")Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 7/8"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 2 ®BoiseCscdeSingle 9-1/2" BCI®5000-1.7 DF Main LeveRFloor Joists\J3(i108) Drys 2 spans I No cantilevers 10/12 slope May 11,2016 12:58:52 BC CALC®Design Report 24 OCS I Repetitive I Glued&nailed construction Build 4340 File Name: 16-000945.mmdl Job Name: ML FRAMING Description:Designs\FloorJoists\Main Level\FloorJoists'J3(i108) Address: BRAND RESIDENCE Specifier. GTN City,State,Zip:, Designer: Customer: PROBUILD-VANCOUVER Company. Code reports: ESR-1336 Msc: Disclosure Completeness and accuracy of input must be verified by anyone w ho w ould rely on output as evidence of suitability for particular application.Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance w ith current Installation Guide and applicable building codes.To obtain hstallation Guide or ask questions,please call (800)232-0788 before installation. BC CALL®,BC FRAMER,AJST"^, ALLJOIST®,BC RIM BOARDTA9,BCI®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page2 of2 *Boise Cascade Single 9-1/2" BCI®5000-1.7 DF Main LeveRFloor Joists1J1(i54) Dry I spans 1No cantilevers 10/12 slope May 11,201612:58:52 BC CALC®Design Report 24 OCS I Repetitive 1Glued&nailed construction Build 4340 File Name: 16-000945.mmdl Job Name: ML FRAMING Description:Designs\Floor Joists\Main Level\Floor Joists\J1054) Address: BRAND RESIDENCE Specifier: GTN City,State,Zip:, Designer: Customer: PROBUILD-VANCOUVER Company. Code reports: ESR-1336 tvisc: :.3-:4-,'-:::,: ,,-..„,.,:,:.'"[-.V..1'''..1;','':4, '....1a:j " s. ,. , . . � .,. .,. , ,< .. . . BO Lt 11-08-02 12-02-08 B2 12-03-00 B3 Total Horizontal Product Length=36-01-10 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B0,4-3/8" 439/53 96/0 B1,5-1/2" 1,115/0 257/0 B2,5-1/2" 1,151/0 270/0 63,2-3/4" 448/48 100/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 FC1 Floor Material Unf.Lin.(Ib/ft) L 00-00-00 36-01-10 80 20 n/a Controls Summary Value %Allowable Duration Case Location Pos.Moment 1,409 ft-lbs 57.3% 100% 2 30-07-12 Neg.Moment -1,604 ft-lbs 652% 100% 5 23-10-10 Neg.Moment -1,604 ft-lbs 65.2% 100% 5 23-10-10 End Reaction 547lbs 51.7% 100% 2 36-01-10 Int.Reaction 1,421 lbs 56.3% 100% 5 23-10-10 End Shear 525 lbs 35.6% 100% 2 35-10-14 Cont.Shear 714 lbs 48.4% 100% 5 24-01-06 Total Load Dell. L/804(0.18") 44.8% n/a 2 30-02-01 Live Load Dell. L/953(0.152") 50.3% n/a 7 30-02-01 Total Neg.Deli. L/999(-0.062") n/a n/a 2 17-11-04 MaxDefl. 0.18" 18% n/a 2 30-02-01 Span/Depth 15.3 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 4-3/8"x2" 535 lbs 14.4% 47.6% Unspecified B1 Wall/Plate 5-1/2"x2" 1,372 lbs 29.3% 54.3% Unspecified 62 Wall/Plate 5-1/2"x2" 1,421 lbs 30.4% 56.3% Unspecified B3 Wall/Plate 2-3/4"x2" 547 lbs 23.4% 51.7% Unspecified Notes Page 1 of 2 ®BoiseCsc.de Single 9-1/2" BCI®5000-1.7 DF Main LeveRFloor Joists\J1(i54) Dry]3 spans I No cantilevers 10/12 slope May 11,2016 12:58:52 BC CALC®Design Report = 24 OCS I Repetitive I Glued&nailed construction Build 4340 Ale Name: 16-000945.mmdl Job Name: ML FRAMING Description:Designs\Floor Joists\Main Level\Floor Joists\J1(i54) Address: BRAND RESIDENCE Specifier: GTN City,State,Zip:, Designer. Customer: PROBUILD-VANCOUVER Company. Code reports: ESR-1336 Msc: Design meets User specified(L/360)Total load deflection criteria. Disclosure Design meets User specified(L/480)Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(1")Maximum total load deflection criteria. be verified by anyone who would rely on Calculations assume Member is Fully Braced. output as evidence of suitability for Composite El value based on 7/8"thick OSB sheathing glued and nailed to member. particular application.Output here based Design based on Dry Service Condition. on building code-accepted design Deflections less than 1/8"were ignored in the results. properties and analysis methods. Installation of BOISE engineered w ood products must be in accordance w ith current Installation Guide and applicable building codes.To obtain hstallation Guide or ask questions,please call (800)232-0788 before installation. BC CAL®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM,BC®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM,VERSA-LAM,VERSA-RIM PLUS®,VERSA-RIM, VERSA-STRAND,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 *Boise cascade Single 9-1/2" BCI®5000-1.7 DF Main LeveRFloor Joists\J4(i28) Dry I 1 span I No cantilevers I 0/12 slope May 11,201612:58:52 BC CALC®Design Report 24 OCS I Repetitive I Glued&nailed construction Build 4340 File Name: 16-000945.mmdl Job Name: ML FRAMING Description:Designs\Floor Joists\Main Level\Floor Joists\J4028) Address: BRAND RESIDENCE Specifier. GTN City,State,Zip:, Designer: Customer: PROBUILD-VANCOUVER Company. Code reports: ESR-1336 Msc: 11-09-12 BO B1 Total Horizontal Product Length=11-09-12 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B0,4-3/8" 473/0 118/0 B1,4-3/8" 473/0 118/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 FC 1 Floor Material Unf.Lin.(lb/ft) L 00-00-00 11-09-12 80 20 n/a Controls Summary Value %Allowable Duration Case Location Disclosure Pos.Moment 1,570 ft-lbs 63.8% 100% 1 05-10-14 Completeness and accuracy of input must End Reaction 591 lbs 52.5% 100% 1 00-00-00 be verified by anyone w ho would rely on End Shear 554 lbs 37.6% 100% 1 00-04-06 output as evidence of suitability for Total Load Dell. U740(0.182') 48.7% n/a 1 05-10-14 particular application.Output here based Live Load Defl. L1925(0.145") 51.9% n/a 2 05-10-14 on building code-accepted design Max Defl. 0.1 82" 18.2% n/a 1 05-10-14 properties and analysis methods. Span/Depth 14.2 n/a n/a 0 00-00-00 Installation of BOISE engineered wood products must be in accordance w ith Allow %Allow current Installation Guide and applicable % building codes.To obtain Installation Guide Bearing Supports Dim.(L x W) Value Support Member Material or ask questions,please call BO VVall/Plate 4-38"x2" 591 lbs 15.9% 52.5% Unspecified (800)232-0788 before installation. B1 VVall/Plate 4-38"x2" 591 lbs 15.9% 52.5% Unspecified BC CALC®,BC FRAMER®,AJSTM Notes ALLJOIST®,BC RIM BOARDTM,BCK8), Design meets User specified(L/360)Total load deflection criteria. BOISE GLULAMTh",SIMPLE FRAMING Design meets User specified(L/480)Live load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM Design meets arbitrary(1")Maximum total load deflection criteria. PLUS®,VERSA-RIM®, Calculations assume Member is Fully Braced. VERSA-STRAND®,VERSA-STUD®are Composite El value based on 7/8"thick OSB sheathing glued and nailed to member. trademarks of Boise Cascade Wood Design based on Dry Service Condition. Products L.L.C. Deflections less than 1/8"were ignored in the results. Page 1 oft