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Specifications . /445 , OUZLi 0 ? SS l G l- W L�irj 7cr- MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONSY m Swearingen Remodel 11067 SW Summer Lake Dr,Tigard,OR Thomas H. Force Construction August 17, 2012 Project No. 120587 l 7 pages Principal Checked: LP , THE CALCU y:Im ' VOID IF SEAL +� I 7097 IP;I - Cr: # . 4 ANNE Wic', AND SI( ORIGINAL *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical, Diverse, Structural Solutions Since 1978 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219-5412 Phone (503) 246-1250 Fax (503) 246-1395 www.miller-se.com Building Code: 2010 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Wood framed Construction Lateral Sys: Flexible Diaphragm/Wood shearwalls Element Roof Floor Corridor Garage Load Type Dead Dead Dead Dead Basic Design Value(PSF) 15 N/A N/A N/A Loads: Load Type Snow Floor Live Corridor Live Deck Live Value(PSF) 25 N/A N/A N/A Deflection Criteria L/240 N/A N/A N/A Lateral Design Parameters: Wind Design: ASCE 7-05 Wind Speed(3 sec Gust): 95 MPH Exposure B Importance Factors Iw= 1.00 Is= 1.00 Is= 1.00 Ii= 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (Iw=1.0 with wind concurrent with ice) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for: Latitude: 45.439385 Conterminous 48 States Longitude: -122.807626 2005 ASCE 7 Standard 2%PE in 50 years,0.2 sec SA=Ss Latitude=45.439385 2%PE in 50 years,1.0 sec SA=Si Longitude=-122.807626 Spectral Response Accelerations Ss and S1 (Site class B parameters are indicated on this page,for actual site class Ss and S1=Mapped Spectral Acceleration Values used in design,refer to seismic design summary) Site Class B- Fa=1.0,Fv=1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.930(Ss,Site Class B) 1.0 0.337(S1,Site Class B) Design Summary: The following calculations are for the vertical and lateral resisting elements of the proposed canopy structure. ` 9570 SW Barbur Blvd. Project Name: Swearingen Remodel Project#: 120587 WA Suite One Hundred Portland,OR 97219 Location: 11067 SW Summer Lake Dr,Tigard,OR I. MILLER (503)246-1250 Client: Thomas H.Force Construction Consulting FAX:246-1395 Engineers BY: MAM Ck'd: L Ps Date: 08/17/12 Page 1 of 11 if/09i-- - ,- ME , e 11If ICifr.t, <-;,.. :,P U %, F9 i., t41.V v1Fil}€FtTRIJ TO Ci.RRYE.+' IMORSA' Q 0 + �i{" % in P : 1� 1,'2 1 Ab' S r;= = n ' Ai 7a r j t) � L is { C '._'.IPM. TO r., PSI . is' 4 �Ai ID -ry «. w. aimmiammaNO I E M ON TMI5 FA ,t _ --111111111 Picx- pioltn CoulpirJ C rz11\4(() ( P Kcs Swearingen Remodel 120587 9570 SW Barbur Blvd Suite One Hundred Project Name Project # fli 11067 SW Summer Lake Dr,Tigard,OR Portland, OR 97219-5412 Location MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM LP3 8/17/12 ENGINEERS Fax: 246-1395 By Ck'd Date Page 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F°i E 8 E,°,,, Re= 14.26 OK<50 Copyright©2004 Miller Consulting Engineers,Inc. Co 1.15 1.15 E',,,„= 580,000 psi Mark Rafter Material:DIMENSIONAL LUMBER C, 1.00 1.00 1.00 1.00 FeE= 3424 Grade:DF/L No.2 or Better CF 1.10 Fns= 1309 psi Span 14 ft 6„_ 2.00 ft size=2 x 10 CM 1.00. 1.00 - 1.00 1.00 FeE/F,'= 2.62 x1= 0 ft w1= 80 ` lbs/ft b= 1.500 in C, 1.00. 1.00 1.00 1.00- F5'= 1272 psi x2= 14 ft w2= 80 lbs/ft d= --9.250 in C, 1.15 F,'= 207 psi Xa= 0 ft Pa= 0 lbs A= 13.88 in' Cv 1.000 F,,'= 625 psi - Xb= 0 ft Pb= 0 lbs S= 21.39 in' C, 0.971 E'= 1,600,000 psi Xc= 0 , ft Pc= 0 lbs I= ...98.93 in Cfu 1.00, R1= 560 lbs V= 498 lbs E'l- 158,291 kip-ins R2= 560 lbs M= 1960. ft-lbs F5= 900 psi Material DIMENSIONAL LUMBER LL 4rimit=U - 360 LL A= 0.27 inchs F,= 180 psi Grade DF/L No.2 or Better TL Ar,ut=U 240 TL A= 0.44-' inchs E= 1600 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD %LL 62.5% 6,= 4.12 ft E„,;,,= 580 - ksi Temperature Factor,C, DRY T<=100°F F,,= 625 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,272 psi Approx.weight- 137 lbs/ft Incising Factor,C, MEMBER IS NOT INCISED Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Repetitive Factor C, MEMBER IS REPETITIVE E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. . Fcl'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Member 2 x 10 fb=1,100 psi<Fb'=1,272 psi Bending Capacity=86.5% Number of Plies 1 Ply M=1,960 ft-lbs<Mmax=2,267 ft-lbs fv=54 psi<Fv'=207 psi Shear Capacity=26.0% V=498 lbs c Vmax=1,915 lbs Max LL Defl=0.274 inches=L/612 LL Defl.Capacity=58.8% (1 Ply) 2 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better r . 1 c, , Max TL Defl=0.439 inches=L/383 TL Defl.Capacity=62.7% 2,500 0.000 2,000 _ -0.050 --. -\ -0.100 1,500 -0.150 a,. 1,000 -0.200 x I. -0.250 -- 500 ` -0.300 -0.350 f t ,t,,-.a-a -0.400 -500 ' -0.450 -1,000 00 -0.500 0 =shear o m v c m .- H n n - r m n m m m m r r m r —Moment Distance(ft) Distance(ft) Notes: ttg 9570 SW Barbur Blvd Swearingen Remodel 120587 Project Name Project # fit Suite One Hundred Portland, OR 97219-5412 11067 SW Summer Lake Dr,Tigard,OR Location MILLER Client Thomas H.Force Construction CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd �-Q S Date 8/17/12 Page 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&E,,,, Re= 7.29 OK<50 '.. Copyright m 2004 Miller Consulting Engineers,Inc. Co 1.15 1.15 E'm;, 930,000 psi Mark Ridge Beam Material:GLULAM C, 1.00 1.00. 1.00 1.00 F,e= 20994 Grade:24F-V4N8 WIDTH 3 1/8 C, 1 00 Fy'= 2760 psi Span 12 - ft 1,= 2.00 ft size=3 1/8 x 10 1/2 Cm 1.00. 1.00 1.00 1.00 F,E/Fp= 7.61 xl= 0 ft w1- 560 lbs/ft b= 3.125 in C, 1.00 1.00 1.00 1.00 Fe= 2739 psi x2- 12 ft w2= 560 lbs/ft d= - -10.500 in C, - 1.00 F,;= 219 psi Xa 0 _-ft Pa= 0 lbs A= 32.81 in2 C, 1.000 F„'= 650 psi Xb= 0 ft Pb= 0 lbs S= 57.42 in3 CL 0.993 E'= 1,800,000 psi Xc= 0 ft Pc= 0 lbs I= 301.46 in` Cm 1.00 R1= 3360 lbs V= 2870 lbs El= 542,637. kip-int R2= 3360 lbs M= 10080, ft-lbs F,= 2400.... psi Material GLULAM LL Diima=U- -360 LLA= 0.31... inchs F,= 191 psi Grade 24F-V4N8 WIDTH 3 1/8 TL Di;mit=U 240 TLA= 0.50 inchs E= -1800 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD %LL 62.5% 1,_ 4.12 ft E,,,,,,_ 930 ksi Temperature Factor,C, DRY T<=.100°F F„= 650- psi Wet Service Factor,Ca, MOISTURE CONT LESS THAN 16% Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,739 psi Approx.weight,° '7.98 -+.:lbs/ft Incising Factor,C, MEMBER IS NOT INCISED Fv'=(Fv)(Cd)(Ct)(CM)=219 psi Repetitive Factor C, MEMBER IS NOT REPETITIVE E.(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.65 in. Glulam Shear reduction REDUCE SHR PER TBL 5A NOTE 3 Fcl'=(Fcl)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.65 in. Member 3 1/8 x 10 1/2 fb=2,107 psi<Fb'=2,739 psi Bending Capacity=76.9% Number of Plies 1 Ply M=10,080 ft-lbs<Mmax=13,109 ft-lbs fv=131 psi<Fv'=219 psi Shear Capacity=59.8 V=2,870 lbs<Vmax=4,800 lbs Max LL Defl=0.310 inches=L/464 LL Defl.Capacity=77.5% (1 Ply) 3 1/8 x 10 1/2,GLULAM 24F-V4N8 WIDTH 3 1/8 Max TL Defl=0.496 inches=L/290 TL Defl.Capacity=82.7% 12,000 0.000 10,000 8,000 0.100 r 6,800 \ -0.200 a 4,000 / V r \ \ ° -0.300 2,000 . \ , t o 07, -0 400 2,000 ° ax .�-& -'g'''C'' -0.500 -4,000 -6,000 -osoo 0 Shear .- n n 6 e m m moi ci ci .. -Moment Distance(ft) Distance(ft) Notes: -id , p 4'4 -ES 9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Project # _ Portland, OR 97219-5412 Location 11067 SW Summer Lake Dr,Tigard,OR MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM d' Date 8/17/12 ENGINEERS Fax: 246-1395 By CkPage 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&Em,, Ra= 6.75 OK<50 Copyright O 2004 Miller Consulting Engineers,Inc. Co 1.15 1.15 E',,,;n= 930,000 psi Mark Side Beam Material:GLULAM C, 1.00 1.00 1.00 1.00 FpE= 24493 Grade:24F-V4N8 WIDTH 3 1/8 CF 1.00 Fe'= 2760 psi - Span 12 ft 8e= 2.00 ft size=3 1/8 x 9 CM 1.00 1.00 1.00 1.00 FpE/Fb'= 8.87 x1= 0 ft w1= 360 lbs/ft b= 3.125 in C, 1.00 1.00 1.00 1.00 Fe= 2743 psi x2= 12 ft w2= 360. lbs/ft d= 9.000 in C, 1.00 F,;= 219 psi Xa= 0 ft Pa= 0 lbs A= 28.13 in Cv 1.000 F„'= 650 psi Xb= 0 ft Pb= 0 lbs S= 42.19 in3 C,. 0.994 E'= 1,800,000 psi Xc= 0 ft Pc= 0 lbs I= 189.84 in° Ctu 1.00 R1= 2160 lbs V= 1890 lbs El= 341,719 kip-in' R2= 2160 lbs M= 6480 ft-lbs F,,= 2400 psi Material GLULAM LL limn=U 360 LL A= 0.31 inchs F,= 191 psi Grade 24F-V4N8 WIDTH 3 1/8 TL Ai,r,g=U 240 TL A= 0.50 inchs E= 1800 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD %LL 62.5% Ce= 4.12 ft End,,= 930 ksi Temperature Factor,C, DRY T<=100°F Fn1= 650 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 16% Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,743 psi Approx.weight 6.84 ' lbs/ft Incising Factor,C; MEMBER IS NOT INCISED Fv'=(Fv)(Cd)(Ct)(CM)=219 psi Repetitive Factor Cr MEMBER IS NOT REPETITIVE E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.06 in. Glulam Shear reduction REDUCE SHR PER TBL 5A NOTE 3 Fol.=(Fc1)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.06 in. Member 3 1/8 x 9 fb=1,843 psi<Fb'=2,743 psi Bending Capacity=67.2% Number of Plies 1 Ply M=6,480 ft-lbs<Mmax=9,642 ft-lbs fv=101 psi<Fv'=219 psi Shear Capacity=45.9% V=1,890 lbs<Vmax=4,114 lbs Max LL Dell=0.313 inches=L/460 LL Defl.Capacity=78.3% (1 Ply) 3 1/8 x 9,GLULAM 24F-V4N8 WIDTH 3 1/8 Max TL Defl=0.501 inches=L/287 TL Defl.Capacity=83.5% 7,000 0.000 6,000 5,000 /i�/ -0.100 4,000 - j - -0.200 F 3,000 /' - •\ 2,000 - / \ o 0.300 > \ 2 1,000 t: '•.W a ` ` 0 s..�; '��" ,... ... �, -0.400 -1,000 frt y x2 : -0.500 -2,000 -3,000 osoo 0 =Shear o o - - N M m < e 6 6 m r m .o W ' o °, °, o - _ „ r V V N N 6 N 0 i. m 7 7 o -Moment Distance(ft) Distance(ft) Notes: y it p } s}¢ #y fl- 9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Project # -Ell_ Portland, OR 97219-5412 Location 11067 SW Summer Lake Dr,Tigard,OR M I L L E R Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM 8/17/12 ENGINEERS Fax: 246-1395 By Ck'd Date Page 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, e a 5,,,,, Ra= 9.66 OK<50 Copyright©2004 Miller Consulting Engineers,Inc. Co 1.15 1.15 E',,,, 580,000 psi Mark Typical Header Material: DIMENSIONAL LUMBER C, 1.00 1.00 1.00 1.00 FSE= 7457 Grade:DF/L No.2 or Better CF 1.20 FS'= 1242 psi Span 5 ft C„= 5.00 ft size=4 x 10 CM 1.00 1.00 1.00 1.00 FSE/F,7= 6.00 x1= 0 ft w1= 80 lbs/ft b= 3.500 in C, 1.00 1.00 1.00 1.00 F5'= 1230 psi x2= 5 ft w2= 80. lbs/ft d= 9.250 in Cr 1.00 F,'= 207 psi Xa= 2.5 ft Pa= 3360 lbs A= 32.38 in2 C5 1.000 F«= 625 psi Xb= 0 ft Pb= 0 lbs S= 49.91 in3 C, 0.990 E'= 1,600,000 psi Xc= 0 ft Pc= 0 lbs I= 230.84 in° Cf„ 1.00 R1= 1880 lbs V= 1818 lbs El= 369,345 kip-int R2= 1880 lbs M= 4415 ft-lbs FS= 900 psi Material DIMENSIONAL LUMBER LL 4,,,,,,,=u 360 LL 4= 0.03 inchs F,= 180 psi Grade DF/L No.2 or Better TL Orme=L/ 240 TL A= 0.05 inchs E= 1600 ksi Load Duration,CD TWO MONTHS 1.15 SNOW LOAD %LL 62.5% t,= 10.30 ft E,5,,= 580 ksi Temperature Factor,C, DRY T<=100°F F„= 625 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1230 psi Approx.weight 7.87lbs/ft Incising Factor,C; MEMBER IS NOT INCISED Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Repetitive Factor C, MEMBER IS NOT REPETITIVE E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Fcl'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Member 4 x 10 fb=1,062 psi<Fb'=1,230 psi Bending Capacity=86.3% Number of Plies 1 Ply M=4,415 ft-lbs<Mmax=5,115 ft-lbs fv=84 psi<Fv'=207 psi Shear Capacity=40.7% V=1,818 lbs<Vmax=4,468 lbs Max LL Defl=0.028 inches=L/2,131 LL Defl.Capacity=16.9% (1 Ply) 4 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.045 inches=L/ 1,332 TL Defl.Capacity=18.0% 5,000 0.000 \' -0.005 4,000 i ',.•.N. 0.010 3,000N� _ -0.015 i 2,000 5 -0.020 ,+ ": .'- .a as ,g; ,. 1,000 ::-. tli`. NN $ 0.025 >,„ VIVIVITtUti.,ker Y- -0.030 -0.035 -1,000 '-i.e..'?,.n -0.040 -2,000 -0.045 -3,000 0 0 0 0 n m m e e 0.050 0 a e o 9 _ _ ,- _ e e r a r e ei e a S Q 4 a 0 ®Shear DistanceDistance(ft) (ft) -Moment Notes: .11 A° t9570 SW Barbur Blvd Swearingen Remodel 120587 ril Suite One Hundred Project Name Project # Portland, OR 97219-5412 11067 SW Summer Lake Dr,Tigard,OR MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd lP 5- Date 8/17!12 Page • A-FRAME DESIGN w v v v v v v v v v v v v v v v v v P u M1 12 /0H T T Mz m X M3 A R 1RZII A_ F L ....1 A w= 80 plf Total uniform load applied to A-frame P = 3360 lbs Total hip load applied at ridge ,0,:::(7 Erit-",1 L= 28 ft Overall span of A-frame A= 2 ft Length of rafter tail (eave) C= 5.833 ft Distance from collar tie to peak 7.-,:k C-1,.: Et-;---. , ,-/--t( , - H = 5 Pitch _.� 3.125 in Width of plate 1, �o _444t.. ..:14.,:f1 1 -``� `- , 9.25 in Rafter depth - iekt, ' is( � ,� r. *" , 10.021 in Depth of ridge connection -5117517 , `' B= 0.8354 ft Height of collar tie above plate X= 2.005 ft T= 5408 lbs Tension in collar tie 1 :w; f.',)/2 �., M1 = 1438.8 ft-lbs -- __.--77.-__-_===.7:-_,L.--.::::7447.-_-_--7:-.:-__-_-.7- M2 = 6025 ft-lbs M3 = 160 ft-lbs Moment of rafter tail 0,u5j-c,, d R1 = 2980.8 lbs R2 = 2980.8 lbs -.- t) F v — ,9 g. ,� t ,. z g I. r,r.� �< �_ �, ,�--. I54BC1F19) _ . (rte ;� .. ." ,. l — 3=05 9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Portland, OR 97219-5412 11067 SW Summer Lake Dr,Tigard,OR Project # Location MILLER Client Thomas H.Force Construction CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd Date 8/17/12 Page 7 I • 2005 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fcei= 810 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.15 1.15 Fce2= 810 psi Mark Typical Column Material: DIMENSIONAL LUMBER Rb„ 6.0 I_.,'_, Grade: Hem/Fir No.2,5 x 5 Post&Tin Cr 1.00 Rb, 6.0 y size=6 x 6 Ci 1.00 1.00 1.00 1.00 Fbe, 12621 psi d,r'; x ext di= 5.50 in CF 1.00 1.00 Fbex 12621 psi exp L d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 IF' �p I A= 30.25 in2 C, 0.80 0.80 0.95 0.95 Kr 0.59 eve Sx= 27.73 in3 CT 1.00 Fb,* 529 psi Height= 9 ft lui= 9 ft Sy= 27.73 in3 Cv 1.00 FbY 529 psi P1= 2980 lb 1u2= 9 ft Let= 16.56 ft Cu 1.00 Fbex/Fb,* 24 P2= 1680 lb M,,,= 0 ft-lbs Lee= 16.56 ft Cu 1.00 Fbey/Fby* 24 ex1= 0 in My„= 745 ft-lbs Fbx= 575 psi Cp 0.81 Fc* 529 psi ey1= 3 in M90= 57 ft-lbs Fby= 575 psi Cfu 1.00 Fbx 529 psi ext= 0 in My,= 0 ft-lbs Ex= 1100 ksi CE 1.00 1.00 1.00 1.00 Fby' 529 psi ey2= 0 in Kei= 1 Ey= 1100 ksi CE=Exterior wet use of SCL lumber Fc' 431 psi w,= 5.6 lbs/ft Ke2= 1 Exm;0= 400 ksi C0P I 1.00 I 1.00 I Ex' 1045 psi wy= 0 lbs/ft lel= 9.00 ft Eym,= 400 ksi C00=Single Pile Factor(piles only) Ey' 1045 psi Ie2= 9.00 ft Fc= 575 psi Cu I 1.00 j 1.00 Exm;r 380000 psi lei/di= 19.64 c= 0.8 C„=Untreated Factor(piles only) Eym;r 380000 psi le2/d2= 19.64 I,= 76.26 in' Material DIMENSIONAL LUMBER V ly= 76.26 in4 Grade Hem/Fir No.2,s x 5 Post&Timber V Fbx'=(Fbx')(CL)(Cfu)=529 psi Load Duration,CD TWO MONTHS 1.15 SNOW LOAD V Fby'=(Fby*)(CL)(Cfu)=529 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=431 psi Temperature Factor,CI r<_I00oF E'=(E)(Ct)(Cm)(Ci)=1,045 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=380 ksi Incising Factor,Cl MEMBER IS INCISED V fbx=25 psi<Fbx'=529 psi Bending Capacity=65.6% Repetitive Factor Cr MEMBER IS NOT REPEmrvE V fby=322 psi<Fby=529 psi Built up Member No V fc=154 psi<Fc'=431 psi Axial Capacity=35.7% Member 6 x 6 Combined Axial Compression and Bending Combined Capacity=93.8% 6 x 6,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 Hem/Fir No.2,5 x 5 Post&Timber C[/f.Tj-:k'S.'e ar, 1-{ 11/ - '-,-,-1., C) - t!/ °�1- r i (c ` r, c i re) t ' 0 c^ „,,ter € ? y { f i r t )i , ‘...-1,51_'55;,‘5. -5-555 -s .557 55 5, 55 . ` - ' cI 5t � . .17'5. 5. , /� E m Ir, ,7 riJ � k 1 f" 7 • 9570 SW Barbur Blvd Swearingen Remodel 120587 Project Name Project # Suite one Hundred 11067 SW Summer Lake Dr Ti and OR _ Portland, OR 97219-5412 ' g ' Location MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd LP' Date 8/17/12 Page a 2005 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 1236 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.15 1.15 Fce2= 501 psi Mark Girder Truss Column Material: DIMENSIONAL LUMBER Rb, 9.4 I----I--1 Grade: DF/L No.2 or Better Cr 1.00 Rb1 4.8 ,� 07e%1 size=4 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 7801 psi e„ dr pm x d,= 5.50 in Cr 1.30 1.10 Fbey 30271 psi z d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 I' ) I le A= 19.25 jr? C; 1.00 1.00 1.00 1.00 KT 0.59 eve 5,= 17.65 in3 CT 1.00 Fb,* 1346 psi Height= 9 ft lu,= 9 ft Sy= 11.23 in3 Cv 1.00 Fby* 1346 psi P1= 7280 lb lug= 9 ft Le,= 16.56 ft Cr, 0.99 Fbe,/Fb,* 6 P2= 0 lb M,,= 0 ft-lbs Lee= 16.56 ft Cu 1.00 Fbey/Fby* 22 ext= 0 in My,.= 0 ft-lbs FIN= 900 psi C, 0.27 Fc* 1708 psi ey1= 0 - in M,5= --259 -ft-lbs Fby= 900-- psi Cfu 1.05- FIN 1346 psi ext= 0 in My,,_ 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 FbY 1413 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 466 psi w,= 25.536 lbs/ft Kee= 1 Ex„,;„=-----580--- ksi CSP I 1.00 - 1.00 - I EX 1600 psi wy= 0 lbs/ft Ie,= 9.00 ft Ey,„„„= 580 ksi Cu,=Single Pile Factor(piles only) Ey' 1600 psi 1e2= 9.00 ft Fc= 1350 psi Cu j I I 1.00 I 1.00 Ex„„„' 580000 psi le,/d,= 19.64 c= 0.8 Cu=Untreated Factor(piles only) Ey,„,,' 580000 psi le2/d2= 30.86 I.= 48.53 in4 Material DIMENSIONAL LUMBER . ly= 19.65 in4 Grade DF/L No.2 or Better V Fbx'=(Fbx*)(CL)(Cfu)=1,346 psi Load Duration,CD TWO MONTNs 1.1S SNOW LOAD . FbY'=(Fby*)(CL)(Cfu)=1,413 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=466 psi Temperature Factor,C, T<=100oF . E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE conrrLmSTHAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED tbx=176 psi<Fbx'=1,346 psi Bending Capacity=13.1% Repetitive Factor Cr MEMBER IS NOT REPEu uvE Thy=0 psi<Fby'=1,413 psi Built up Member No ,r fc=378 psi<Fc'=466 psi Axial Capacity=81.2% Member 4 x 6 V Combined Axial Compression and Bending Combined Capacity=84.8% 4 x 6,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 DF/L No.2 or Better _ ES9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Project # _ Portland, OR 97219-5412 Location m 11067 SW Sumer Lake Dr,Tigard, OR MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd L?5 Date 8/17/12 Page C P P= 9.44 kips Concrete thickness= 12 in Depth to Bottom of Footing = 22 in H 0 Concrete wt= 150 ' pcf Soil wt= 0 pcf B� Net load increase from footing = 3.38 kips L P'= 12.82 kips M = 11.71167 ft-kips q"in g„ax e= M/P= 0.91 ft Case 1 Width (B)= 6 ft Length (L)= 3.75 ft . Case 2 e > L/6 sex Case 2 Clmax= 1482 psf gmin= 0 psf L'= 2.88 ft Soil bearing= 1500 psf Increase for wind or earthquake= 1.00 Volume of concrete footing= 0.8 cu yds Allowable soil bearing= 1500 psf> 1482 OK Use 6 ft x 3.8 ft x 1 ft deep footing S Vf P3f. °4jtv, ` N� ' / _c. . Sri P17,4`` t `i •� / ,7.. t 't/ t; a ,,,) s„3 2. 47r%F f T t4 :.�m. f fi /.Yg )A.6t i)06A' (b-74!: t f 3• L [4 C (1 9570 SW Barbur Blvd Swearingen Remodel 120587 Project Name Project # Suite One Hundred Portland, OR 97219 5412 11067 SW Summer Lake Dr,Tigard,OR Location MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM ENGINEERS Fax: 246-1395 By Ck'd L Q Date 8/17/12 Page l I This Spreadsheet calculates the wind load acting on a diaphragm per ASCE 7-05§6.5.12.2.2;Method 2 Low-Rise Building. Copyright 2010©M Her Consulting Engineers, - . V= 95 mph 3-second gust wind speed = 9 ft Eaves height T �_ B B= 28 ft Building width L= 40 ft Building length a= 3 ft per ASCE 7-05 Fig.6-10(pg.53) h= 11.92 ft Mean roof height Roof Pitch= 5.00 :12 0= 22.6 B Building is: Enclosed Exposure is: B Topographic Factor(ASCE 7-05§6.5.7.1,pg 26) Kd= 0.85 Wind Directional Factor(ASCE 7-05,Table 6-4,pg 80) 2-dimensional escarpments 1= 1.00 Importance Factor(ASCE7-05,Table 6-1,pg 77) H= 0 ft Height of hill Kz= 0.70 Exposure Coefficient(ASCE 7-05 Table 6-3,pg 79) Lh= 0 ft Length of hill Check Criteria For a Low-Rise Building: x= 10 ft Dist.From hill crest Is h<=60 ft?Yes,O.K. Structure is Downwind of escarpment Is h<=Lesser of L or B?Yes,O.K. z= 0 ft Elevation from bottom of hill. K5= 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh=I 13.76 I psf ASCE 7-05 Eq.6-15,(pg.27) Wind Force Normal to Ridge (+GCpi) (-GCpi) (+GCpi) (-Gcpi) (+GCpi) (-GCpi) Min.10 Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. psf Horiz. Building Pressure Pressure Pressure Pressure (sq.ft) Force Force Force Surface GCpf GCpi P psf(+GCpi) P psf(-GCpi) (PSF) (PSF) (PSF) (PSF) (LBS) (LBS) (LBS) 1 0.54 0.18 4.92 9.88 4.92 9.88 0.00 0.00 153 753 1511 1530 2 -0.45 0.18 -8.73 -3.77 -3.3561 -1.45 -8.05 -3.48 516 -1731 -748 1983 3 -0.47 0.18 -8.90 -3.95 -3.4232 -1.52 -8.22 -3.64 516 -1765 -783 0 4 -0.41 0.18 -8.18 -3.22 -8.18 -3.22 0.00 0.00 153 -1251 -493 0 5 -0.45 0.18 -8.67 -3.71 N/A N/A N/A N/A N/A N/A N/A N/A 6 -0.45 0.18 -8.67 -3.71 N/A N/A N/A N/A N/A N/A N/A N/A 1E 0.77 0.18 8.13 13.09 8.13 13.09 0.00 0.00 27 220 353 270 2E -0.72 0.18 -12.37 -7.41 -4.7569 -2.85 -11.42 -6.84 91 -433 -260 350 3E -0.65 0.18 -11.39 -6.44 -4.382 -2.48 -10.52 -5.94 91 -399 -225 0 4E -0.60 0.18 -10.71 -5.75 -10.71 -5.75 0.00 0.00 27 -289 -155 0 Sum= 2513 2513 4133 Wind Force Parallel to Ridge (+GCpi) (-GCpi) (+Gcpi) (-Gcpi) (+GCpi)( p') (-GCpi) Min.10 Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. psf Horiz. Building Pressure Pressure Pressure Pressure (sq.ft) Force Force Force Surface GCpf GCpi P psf(+GCpi) P psf(-GCpi) (PSF) (PSF) (PSF) (PSF) (LBS) (LBS) . (LBS) 1 0.40 0.18 3.03 7.981 3.03 7.98 0.00 0.00 173 524 1382 1732 2 -0.69 0.18 -11.97 -7.02 N/A -2.70 -11.05 -6A8 N/A N/A N/A N/A 3 -0.37 0.18 -7.57 -2.61 N/A -1.01 -6.99 -2.41 N/A N/A N/A N/A 4 -0.29 0.18 -6.47 -1.51 -6.47 -1.51 0.00 0.00 173 -1120 -262 0 5 -0.45 0.18 -8.67 -3.71 0.00 0.00 N/A N/A N/A N/A N/A N/A 6 -0.45 0.18 -8.67 -3.71 0.00 0.00 N/A N/A N/A N/A N/A N/A 1E 0.61 0.18 5.92 10.87 5.92 10.87 0.00 0.00 35 204 375 345 2E -1.07 0.18 -17.20 -12.25 -6.61 -4.71 -15.88 -11.30 N/A N/A N/A N/A 3E -0.53 0.18 -9.77 -4.82 -3.76 -1.85 -9.02 -4.45 N/A N/A N/A N/A 4E -0.43 0.18 -8.39 -3.44 -8.39 -3.44 0.00 0.00 35 -290 -119 0 Sum= 2138 2138 2077 Wind Loading to Diaphragm for Wind Direction Normal to Ridge Roof Uplift for Wind Direction Normal to Ridge (Assuming Exterior Walls Span Vertically to Diaphragm) L Trib.length for wind normal to ridge= 4 ft Equivalent uplift pressure at exterior(gable end)wall= -12 psf I '. ti 1} . t I t 1~1' I l-1 i t Equivalent uplift at exterior(gable end)wall= -48 plf a. Equivalent roof uplift pressure= -9 psf Wt r..� ;off' ,,,,e).„, 5 ., .�„r k p bra 6 5 t= P v ( = d = w 103 If � '"'1 w2= 103 plf a c Equivalent w= 103 plf 1Jc" ` ,, 1 �2)', - o °r �--i �, Wind Loading to Diaphragm for Wind Direction Parallel to Ridge Roof Uplift for Wind"Direction Parallel to Ridge "p (Assuming Exterior Walls Span Vertically to Diaphragm) a Zones 2/2E distances(wind parallel to ridge) 20 ft :, _< Trib.length for wind parallel to ridge= 14 ft I fit' " tnf � itt' litlit'' I we Equivalent uplift pressure at 2/2E zones= -14 psf Uplift on wall for 2/2E zones= -196 plf Equivalent uplift pressure at 3/32E zones= -8 psf I'll wt=. 82 plf Uplift on wall for 3/3E zones= -118 plf w2= 75 plf Equivalent roof uplift pressure= -11 psf Equivalent w= 78 plf 9570 SW Barbur Blvd Swearingen Remodel 120587 Project Name Project # suite one Hundred 11067 SW Summer Lake Dr,Ti and OR _ Portland, OR 97219-5412g Location MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM 8/17/12 ENGINEERS Fax: 246-1395 By Ck'd L pS Date Page This Spreadsheet calculates the wind load acting on the main wind resisting system per ASCE 7-05§6.5.13 for an Open Building with a Pitched Roof V= 95 mph 3-second gust wind speed h'= 10 ft Eaves height B= 12 ft Building length L= 28 ft Building width h= 12.92 ft Mean roof height Roof Pitch= 5.00 :12 8= 22.6 Case 1 Wind Flow: Clear Wind Flow Exposure is: B - Copyright 2010©Miter Consulting Engineers,Inc. Kd= 0.85 Wind Directional Factor(ASCE 7-05,Table 6-4,pg 80) I= 1.00 Importance Factor(ASCE7-05;Table 6-1,pg 77) Kz= 0.70 Exposure Coefficient(ASCE 7-05 Table 6-3,pg 79) Topographic Factor(ASCE 7-05§6.5.7.1,pg 26) 2-dimensional escarpments Minimum wind pressure is 10 psf per ASCE 7.05-6.1.4.1 H= 0 ft Height of hill Lh= 5 ft Length of hill x= 0 ft Dist.From hill crest Structure is Upwind of escarpment z= 2.5 ft Elevation from bottom of hill. Krt= 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh= 13.76 psf ASCE 7-05 Eq.6-15,(pg.27) G= 0.85 gust effect factor from Section 6.5.8 Wind Force Normal to Ridge (Horiz (Horiz (Windward (Leeward Windward Leeward Vert. Vert. Windward Pressure) Pressure) Leeward Area Load Case GCNw GCNL Pressure Pressure Pressure) Pressure) Area (Sq. gpGCNw ghGCNL (Sq.ft) (PSF) (PSF) (PSF) (PSF) ghGCNw ghGCNL ft) (PSF) (PSF) A 0.94 0.09 12.90 1.21 4.96 0.46 11.91 1.11 182 182 B -0.09 -0.68 -1.17 -9.37 -0.45 -3.61 -1.08 -8.65 182 182 Uniform uplift= 11.91 psf-MWFRS Windward Leeward Net Min 10 Load Case Horizontal PSF force Force(lbs) Force(lbs) Force(lbs) (lbs) A 903 84 819 700 Wind loading perpendicular to ridge B -82 -656 574 700 Equivalent w= 68 plf Wind Force Parallel to Ridge Horiz. Gable End Min.Force Loading Load Case GCN P psf Force Area (PSF) (PSF) (Sq.Ft.) (lbs) Wind Force Parallel to Ridge A 0.00 0.00 0.00 10.00 81.67 817 Equivalent w= 29 plf B 0.00 0.00 0.00 10.00 81.67 817 1 I (t) yr 7 � �e % a ._ ':. { p 9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Project # Portland, OR 97219-5412 Location 11067 SW Summer Lake Dr,Tigard,OR MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM 8/17/12 ENGINEERS Fax: 246-1395 By Ck'd LP' Date Page 12- - j-- 7; ', , ms s I t .,,,A IN\ N , fill, e 4 �. ' 16'3 z . . 698 2I 5 " L , 1 i Mac= it .5 1, .. 0_ i5,,; ,d' .`" C1 )C ) 4, 1 # ,-` z, -f-2)(13)(14,1) Z( '.�54 i .0 f L vi /1/412,4\ }2{�` � k,i .>_ #'t �f// j�,=-t �.i f :,,,,,,,,,f .`t `x,61_� s >� _.`� ''.;.r $ I gg.A. ���..i los.-:, _� il � ��3�,.f-:- H7,,,,,,t ff?,`p'tl :',3,:,)3'�1,'�.. t,.�P 1 t, !,,,,,-,‘�.,� ° ��S� ti�` es 2,o c:,� ,'r°��� 13/E till (ga , Iran" .Y i f , (2,10 d f i ,f'L,.(3 4 `I! 1`I 4 Fj.:::',"s _F I 1 I 9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Project # 11067 SW Summer Lake Dr,Tigard,OR Milli Portland, OR 97219-5412 Location MILLER Thomas H.Force Construction Client CONSULTING (503)246-1250 MAM -c' 8/17/12 L ENGINEERS Fax: 246-1395 By Ck'd 3 Date Page 1 Wall: Level: R1 Roof This analysis uses the force transfer method of designing a perforated _ L shear wall. The free body diagrams shown, are for a generic condition. L, L2 L3 The input value of L1 should reflect the shortest wall section adjacent to the window opening. v / rI l V— 2155 lb Total shear force. I P L= 12 ft Total length of wall. _ l'' \ l L1 = 3.5 ft Wall pier length. ——-!' L2= 5 ft Length of opening. L3= 3.5 ft Wall pier length. _ _ H = 9 ft Total height of wall. H1 = 2 ft Critical section depth. 5l2 H2= 4 ft Height of opening. V F,, V= 180 plf v=L Shear at top and bottom plates. V 1F uwall= 308 plf v}vall L +L Shear in wall piers. Fh = 1078 lb Fh=v(L,+0.5L2) Horizontal force at critical section. -7,— Fh(H,+. 5H2) Fv= 718 lb F,= Vertical force at critical section. L,+.5L2 P= 898 lb P= Fv(5L2) Critical strap force. H, F Vhead = 359 plf Vhead =H Shear in panel above opening. 1 Vmax= 359 plf Critical shear force. Strap must be designed for 898 lb force. Anchor bolts must be designed for 180 plf shear. Shearwalls must be designed for 308 plf shear. Panels above and below the opening must be designed for 359 plf shear. Vmax= 359 plf< 380 plf-OK lUse Type B shear wall sheathing and nailing per Sheet S7.01 Tmax= 898 lb< 1030 lb-OK Provide Simpson CS20 strap continuous above and below window opening with (12) 10d nails total; extend strap across face of wall beyond the sides of the window opening. Provide blocking as regd. *See page (7/ for overturning calculation - 49570 SW Barbar Blvd Swearingen Remodel 120587 Project Name Pro ect # 0: Suite One Hundred 11067 SW Summer Lake Dr,Tigard,OR _ Portland, OR 97219-5412 Location MILLER Thomas H. Force Construction Client CONSULTING (503)246-1250 MAM 8/17/12 ENGINEERS Fax: 246-1395 By Ck'd L-5 Date Page Isi Page 1 of 2 Anchor Calculations Anchor Selector(Version 4.9.0.0) Job Name:Swearinger Remodel Date/Time:8/17/2012 2:20:31 PM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Anchor Steel Code Report #of Anchors Embedment Depth(in) Category 5/8"SET-XP F1554 GR.36 ESR-2508 1 10 1 Concrete Concrete Cracked fa(psi) `Yc,v Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 18 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Anchor Layout Dimensions Cx1 Cx2 Cyt Cyt (in) (in) (in) (in) 4 4 12 12 Factored Loads Nua(Ib) Vuax(lb) Vijay(Ib) Max(Ib"ft) Muy(Ib*ft) 2461 0 0 0 0 ex ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind/seis loads @ front row 0 0 No No No No Individual Anchor Tension Loads N ua1(Ib) 2461.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V 2, l p Vua1 (Ib) i 5e7L • e 2- R 0.00 e'vx(in) e'v (in) 0.00 0.00 Tension Strengths Steel(1 =0.75) Nsa(Ib) 6Nsa(Ib) Nua(Ib) N ua/6 Nsa 13110 9832.50 2461.00 0.2503 Concrete Breakout(i=0.65) Ncb(lb) cNcb(Ib) Nua(lb) Nua/6Ncb 5128.88 3333.77 2461.00 0.7382 Adhesive(0=0.65) Na(lb) INa(lb) Nua(lb) Nua IJNa 7728.62 5023.60 2461.00 0.4899 15 about:blank 8/17/2012 Page 2 of 2 Side-Face Blowout does not apply Shear Strengths Steel(4)=0.65) Vsa(lb) ct Vsa(lb) Vua(Ib) V aa/4>Vsa 7865 5112.25 0.00 0.0000 Concrete Breakout(case 1)(4)=0.70) Vcbx(lb) (13Vcbx(Ib) Vuax(Ib) Vuax/(1)Vcbx 3355.18 2348.63 0.00 0.0000 Vcby(lb) OVcby(lb) Vuay(lb) Vuay/d)Vcby Vua/d>Vcb 2970.24 2079.17 0.00 0.0000 0.0000 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(4)=0.70) cx.i edge Vcby(lb) 4)Vcby(Ib) Vuay(Ib) Vuay/cUVcby 6710.36 4697.25 0.00 0.0000 cy1 edge Vcbx(Ib) (Wcbx(Ib) Vuax(lb) Vuax/(Vcbx 7748.46 5423.92 0.00 -0.0000 cx2 edge Vcby(lb) cIVcby(Ib) Vuay(Ib) Vuay/4)Vcby 6710.36 4697.25 0.00 0.0000 cy2 edge Vcbx(Ib) cl)Vcbx(Ib) Vuax(Ib) Vuax/ctVcbx Vua 7748.46 5423.92 0.00 0.0000 0.0000 Pryout(b=0.70) Vcp(Ib) 4:1Vcp(Ib) Vuax(Ib) Vuax/(Wcp 10257.76 7180.43 0 0.0000 Vcp(lb) cVcp(lb) Vuay(lb) Vuay/chVcp Vua/DVcp 10257.76 7180.43 0 0.0000 0.0000 Interaction check V.Max(0)<=0.2 and T.Max(0.74)<=1.0[Sec D.7.1] Interaction check:PASS Use 5/8"diameter F1554 GR.36 SET-XP anchor(s)with 10 in.embedment (6 about:blank 8/17/2012 Vr1 U ENI 17 Up — 1r33 )3= ?;,.111 f `:1150r AC)t ")(€ )(1,9j163' " , ". t.4 _— tt � K7 L= 1 O F()(I) 1 5y $ ' l uo,_ Mor ^i 1 C ) + Z ` (f 1) i f_Q EA.1 1-10 r c, f r tit . r 417,0 b'M 4 ( f4,), (05 9?&,1pvt ,` ( )(11 4 110(v,.5 j) .44, ''' o1* - .2, ? to _rC 17 \N-r k (.)Cb Is 2`01CZ - : t •t„ '�. Y Cf VE- L_S r.„:3 STY z ,;., ,x i:' () OI't f ,. �. r i P i✓ :)'r�- {f j_...._. j` :,� .._....e,._-..,.,... 9570 SW Barbur Blvd Swearingen Remodel 120587 Suite One Hundred Project Name Project # _ Portland, OR 97219-5412 Location 11067 SW Summer Lake Dr,Tigard,OR MILLER Client Thomas H.Force Construction CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd ��S Date 8/17/12 Page 1