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Specifications (19)
/Ll S )5-01 00(C:13 7-S w l ( S� S � MILLER CONSULTING RECktI � ENGINEERS in 2 6 2014 STRUCTURAL CALCULATIONS ' Lewis & Enfield Residence Patio Cover 12568 SW 131st Avenue, Tigard, Oregon Campbell Remodeling June 9, 2014 Project No. 140448 zt, pages Principal Checked: `(,",,,., ,,okucrup 9 `, THECALL �' •'41`DI' ,•'- OIDIFSEAL • 16655PE v�OREGON oma✓ .., °gRyjS ?- ,Sc, McCCF AND SI _ t_ `cRIGINAL *** 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 -:••i••i•ii•.im•i••i.•i.•i•.•.••mmimm•••mim•mmmi .m. .• ..... .. . . .. ..._____----.l i , - 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: Non-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 15 15 10 Loads: Load Type Snow Floor Live Corridor Live Deck Live Value(PSF) 25 40 100 40 Deflection Criteria L/240 L1360 L/360 U360 Lateral Design Parameters: Wind Design: ASCE 7-05 Wind Speed(3 sec Gust): 95 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 4= 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: Conterminous 48 States Longitude: 2003 NEHRP Seismic Design Provisions 2%PE in 50 years,0.2 sec SA=Ss Latitude=45.43093950000001 2%PE in 50 years,1.0 sec SA=S1 Longitude=-122.8112455 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 0.924(Ss,Site Class B) 1.0 0.336(S1,Site Class B) Design Summary: The following calculations are for the design of a new deck cover for an existing residence.Change if/lateral load to the existing structure is less than 10%and as such,no additional analysis of the existing structure is required. 9570 SW Barbur Blvd. Project Name: Lewis&Enfield Residence Patio Cover Project#: 140448 KSuite One Hundred Portland,OR 97219 Location: 12568 SW 131st Avenue,Tigard,Oregon MILLER (503)246-1250 Client: Campbell Remodeling Consulting FAX:246-1395 Engineers BY: MRL Ck'd: „..,, Date: 06/09/14 Page 1 of 2 - ( ) DECK C0UER E-s I G1tJ — — '- fI ~ E pCaEc i I I I • tu Npo L_ ELOW• - - — 6E/LED4GL - I it 1 I ' i l RNPTEM ._. - I i - - --- 1.7177 .! , II ,1 i Iii l' li , .1 I •' _ , s...., o(f) i M44-5 ft - -- - --- 11 . . ii . _.. •I I I mad l="7::___"""; —�� gE M ! i 7,_ ; CAP, Nlhu- gtOci �EAn, — Po‘PAE,,c RA w/RBST gC1aN► S F.. DOUBLCr VQ- S.-ND = 0 CcLvMN LOC,TIOl35 PL:-- 1 fsc SL = z5FF �� 2.,..12 C a ,,I,: 0,z, : , I ,5 r o$;6. _ :I,6 pS F C OYIPGsl1"c- 1?-00 F - 2,a 1-',? 6Er,tm (txlz) = 1 psF 111sc _ IpsF o 1 psi- -- i c-i Psre- 9570 SW Barbur Blvd Project Name Lewis & Enfield Residence Patio Cover 140448 - at Suite One Hundred Project # MilPortland, 0R 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck`d Ye.., Date 6/9/14 Page 2 of Z Snow Drift Calculation 2006 International Building Code-Section 1608.1 Lower roofs and Decks(Sliding Snow and Drifting Snow) User Defined Minimum Roof Snow: 25 psf ASCE 7-05 Section 7.7.1 and 7.9 - Roof Exposure = Partially Exposed Terrain Category = B vr Thermal Condition = All structures except as indicated below Ir Building Category = II Design Snow Load(Pg) = 25.0 psf Minimum Ground Snow Load Ce = 1.0 ASCE7-05 Table 7-2 Ct = 1.0 ASCE7-05 Table 7-3 I = 1.0 ASCE7-05 Table 7-4 Roof Snow Load(Pf) = 17.5 psf =0.7*Ce*Ct*I*Pg Minimum roof snow load=25 psf Height to Upper Roof(h) = 10.00 ft Upper Roof Length(L„) = 10.0 ft(25ft min) Lower Roof Length(LL) = 15 ft Will Drifting Occur?(hC/hb) = 8.9 >0.2 Drift loads are required Roof Slope(x:12) = 1.00 Roof Composition = Other .' Distance from Ridge to eave(W) = 15 ft he = 9.0 ft =h-h b Snow Density(y) = 17.25 pcf =0.13P9 + 14<=30 Design Snow Height(hb) = 1.01 ft =Pf/y Sliding Snow Height(he) = 0.00 ft =0.4*P f*W/y Total Leeward Drift Height(hd) = 1.56 ft =(.43*L u1/3*(Py+10)1/4-1.5) Total Windward Drift Height(hd) = 0.81 ft =(3/4)*(.43*LL 1 /3*(P9+10)1/4-1.5) Total Snow Height(het) = 2.57 ft =hb+h d+h s - Max.Snow Load(Pm) = 44.4 psf = y(hb+hd+hs) Drift Width (Wd) = 623 ft Slope of Drift = 0.25 ft/ft P,Decreases to Pq linearly Design Drift Width(Wd') = 4.49 ft Design roof snow load=17.5 psf Drift length(Wd')=4.49 feet Maximum drift load=26.9 psf Sliding snow length(Sd)=0,feet Sliding load=0 psf Maximum total load=44.4 psf Minimum total load 25 psf Sd Pm m Lu - Upper Roof 1 1 1 / J Wd W T- Wd' _ u _c o _c r 1 1 25 psf mino . Pf = L - Lower Roof L dr9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover 4suite One Hundred Project Name Project # 140448 MkPortland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd Ism.--- Date 6/9/14 Page 3 of 242 RAFT -Y'. • W = ( p5f Y Z5 N-i ) (11`1' 6 04.- S P�, Rx t',.) = 510 .1:1v5E Z I-2- v+</� AA- Z Ca Zy"o,c, 104 Ida 1O(- na;1 Cs}PfrcrS USG L`) 7--ENhILS -tv Le1;6 . L/3 3" ;'3 = ,, ,,vl/ 3) I61 r'ACE NAILS TO \' - (0 3\,1- c vY� = I� 5 I 6LUKKL 1 "-)111C11 rs AlfaclirA ('t) I6A K gt.-act t Lc-we EL • D c I,1 x O,°o 3 - 103.E /1-6E./1-6E. NA L, - - 153rofNnu_ kn) _ � s i,(,, x 6, b-r : b3 ik (hcct Snuw CIri 4 `1H,9 F MAY , ciq-ir Vt4r n . 61 6H w= (y`r,4 r,sF ry)(z c c. .) 1 o7 p IF 150 eV_ ZxN r�cw hovSE = 569+4 C Cyt I U8s! TOENAIL + (3) 138' I,i xu I qft FTC �!6J FRCF NAIL X 5 -1 51.4 w = ( R'ps 4- + ? 4-11" ®. - - CO 0-t I<CN - II336 „ VSG ( Tr) NPNILS iv CN) 7_7 �� L��c r.12 DOKrnEr` RAP-TE-U,„ [1 z1-I" a, c, DORMER R'DCIE. w j ` 4 ( ui -- z z � _ 136 p\f USE 2X 10 DF/t. (2 oo) POQBL6 RP F TEi2S 1710‹.1t,./(1-1 JO;,rM.L Lot w= (qp“. .r 2.5 F ) ( 2 t+ �,� bra = raz z � ?IC v5E (Z) Z X IZ 9F/L� Z SEE PU Art 9570 SW Barbur Blvd Project Name Lewis & Enfield Residence Patio Cover 140448 Suite One Hundred Project # Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 MRL 6/9/14 ENGINEERS Fax: 246-1395 By Ck'd Date Page of 2-L CAH, \c;c- P Do43CE 9.at- eAnev_ I' (RPxTC F Lam' 1—\ .. ......,.,._.,..,..__...^_: Y s3 � w\ ( 9 pc..4_ -i- 25psf '\( 15 -/2 ) - 255 Plc FAQ rLPtSE,L IU2IJIF h i5Z _ 765 * rRt1,6E 13GPI1 x 15 O26 tk W-2- a5L 95PIF t6A53. �}LL USE x I?. DC, � a. I QEAM 5eG. P6, 11/I2- r�Ir BE.Pk # 2 111 = PS{- 255pS{ ) ( (-921 = 0'1 plf 1/4156 MIN) LXIZ of tt2 SEE Pea. 13 R\DCiE Lr=UCiEr2 2. Ater. ADO (z„) 2xlz W = l �� �uF 2CJ PS ) < < I �! 1 - 357 p1� `� ISE yX rZ DF/i.- Z z ) SEE P6, . IH RxN = 1786-+ v5E t-ez6Gvi.at, cc,twr f liipgc,.) = 3,o4/scxow —j uS(, LEDGE62 Lock_ LEDCiE12 I W gtotnu km) = C �1 �Sr t Z5p6�, ( 15 ) = 2�4 p\� SC✓CEWS (M�M� s(�Frc d" n Sot- 1,0 l V l X11 �va;hii`J �2) 5crcwf 2,4,, a,c. C'Gpc,cr't (2)(3tvl/Scvct ) = 620 rt. > 13IF r.��. vlc., -TY P c!r I:C,r r. C o r.1 n1, SEE P6/, ICj (z� L_Eu(-,�c Loc1< •!crzE- 3 (k2'1" iirs a. c• 9570 SW Barbur Blvd Project Name Lewis & Enfield Residence Patio Cover 140448 Suite One Hundred Project # Ma Portland, 09 97219-5412 12568 SW 131st Avenue, Tigard, Oregon Location MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd ) .-, Date 6/9/14 Page of L-G-Do c 1c. # 3 Ps.G +- 2 ps \) x 2 ff a,c, 68 plc > Osc— snn4E- LEDc,6-W t Scat--w sP CIvlr-7 /'t5 LE-OeE 1 2FAnn -r- w = ( psk- t 25 Rs ) (2H O'( ) = (90 acc Pi (-row, ridcc 1 WT./. tE 2 c 3 E IIF $ 10(} - I -1s5 # Pi A A VSE m C XIZ� DFP- i} [3�An1#� {� asna j DF see— afi • I , "E(C. COLUMN 9570 SW Barbur Blvd Project Name Lewis& Enfield Residence Patio Cover 140448 Suite One Hundred Project # Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 MRL 6/9/14 'o of 2� ENGINEERS Fax: 246-1395 By Ck'd r Date Page 2005 National Design Specification for Wood Construction(ASD) Reduction Bending Fr Shear F, Searing F„ E&E,,, Re 15.72 OK<50 Mark Rafter Material:DIMENSIONAL LUMBER Co 1.15 1.15 E',°;„= 580,000 psi Grade: DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 F,,E= 2816 psi Span 15,00 ft Cu= 2.00 ft size=2 x 12 CE 1.00. Fb"= 1190 psi x1= 0.00 ft w1= 68 Ibs/ft b= 1.500 in CM - 1.00-- -- 1.00 - - 1.00 -- 1.00-- FbEb- 1F'- 2.37 x2= 15.00 ft w2= 68 lbs/ft d= 11.250 in C; 1.00 .1.00 1.00 1.00 Fb'= 1151 psi Xa= 0.00 ft Pa= 0 lbs A= 16.88 int Cr 1.15. Ff= 207 psi Xb= 0.00' ft Pb= 0 lbs S= 31.64 inn Cv 1.000 F„'= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 177.98 in4 C1 0.967 E'= 1,600,000 psi R1= 510 lbs V= 446 ', lbs El= 204,766 kip-int Cf, 1.00 R2= - 510 lbs M= 1913 ft-lbs Fb= 900 psi LLDi;mt=L/ =-360- LLA= 0.17 '. inchs F„= 180' TL A,n,; L/ 240psi Material DIMENSIONAL LUMBER r t= TLA= 0.27 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% le= 4.12 ft Em„= - 580 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(CdXCt)(CF)(CM)(Ci)(Cr)(CLXCfu)=1,151 psi Fri= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CMXCI)=207 psi Approx.weight"`"4,10" lbs/ft Wet Service Factor,Cb MOISTURE CONT LESS THAN 19% E'=(EXCt)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C; MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS REPETITIVE fb=725 psi<Fb'=1,151 psi Bending Capacity=63.0% M=1,913 ft-lbs<Mmax=3,034 ft-lbs Member 2 x 12 fv=40 psi<Fo'=207 psi Shear Capacity=19.2% Number of Plies 1 Ply V=446 lbs<Vmax=2,329 lbs Max LL Dell=0.171 inches=L/ 1,054 LL Defl.Capacity=34.2% (1 Ply) 2 x 12,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.273 inches=L/659 TL Defl.Capacity=36.4°/, Copyright©2013 Miller Consulting Engineers,Inc. 2,500 0.000 2,000 -- -0.050 \ 1,500 -0.100 a 1,000 f \ c x -0.150 500 0 - - F�•u, ... `. 0.200 -500 -0.250 -1,000 0 0 0.300 =Shear m m m m m Moment Distance(ftj Distance(e) Notes: / 61\101.A3 6k .\ 1a�c1� s w dr(& 5 G Ymp� z -Lc.? 0 iM 4I M ' Skr,-w cir1 4 a I,�rS lc- G< Mwre,x = 303°1°4 vtc. Rxti 6 rtoaf = 56 CHCc.I< u4't\FT Cq \� x 3rd Liar ) ( 2 fir orc.3 riS - 0,6 ri.psf• x 2 ° v - 5q6 /roc tr,L e I-06-AtAt (1,901) SES PC1 N Fo v, C"T h c o LA, 9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover ® Suite One Hundred Project Name Project # 140448 Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd Date 6/9/14 Page of Z6 • • 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&E.,, RB= 8.77 OK<50 Mark 'Dormer Rafter I Material:DIMENSIONAL LUMBER • Co 1.15 1.15 E'mi� 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 Span 4.00 ft l„ size=2 x 4 CF 1.50 F'= 2.00 ft FOE=519785 psi = 1785 x1= 0.00 ft w1= 68 lbs/ft psi b= 1.500 in Cu 1.00 1.00 1.00 1.00 F,,,ElFy*= 5.07 x2= 4.00 ft w2= 68 lbs/ft d= 3.500 in C, 1.00 1.00 1.00 1.00 F6= 1764 Xa= 0.00 ft Pa= psi 0 lbs A= 5.25 int C, 1.15 F,;= 207 psi Xb= 0.00 ftS= 3.06 Xc= 0.00 ft Pc= 0 lbs I= 5.36 in4 Cv 1.000 Fci= 625 psi in CL 0.988 E'= 1,600,000 psi R1= 136 lbs V= 116 lbs El= 8,575 kip-int Cg, 1.00 R2= 136 lbs M= 136 ft-lbs Fn= 900 psi LL 4i;,,,it=If 360 LL 4= 0.03 inchs F,= 180 psi Material TL 4,,,,,g=L/ 240 11.A= 0.05 inchs DIMENSIONAL LUMBER E= 1600 ksi GradeHDF/L No.2 or Better %LL 62.5% le= 4.12 ft E,e,e= 580 ksi Load Duration,C Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,764 psi F = TWO MT1.15SNOW LOAD 625 psi Temperature Factor,C, DRY T<<==1 100'F'F FY=(Fv)(Cd)(CtXCM)(CI)=207 psi Approx.weight 1.28 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,600,000 psi I Rt Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc.L)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE fb=533 psi<Fb'=1,764 psi Bending Capacity=30.2% M=136 ft-lbs<Mmax=450 ft-lbs Member 2 x 4 fv=33 psi<FY=207 psi Shear Capacity=16.0% Number of Plies 1 Ply V=116lbs<Vmax=725lbs Max LL Dell=0.029 inches=L/1,679 LL Defl.Capacity=21.4% (1 Ply) 2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.046 inches=L/1,050 TL Defl.Capacity=22.9% Copyright©2013 Miller Consulting Engineers,Inc. 150 0.000 \ 100 ) -o.00s 0.010 n 50 �; 0.015 .o „*� -5.525 / !1 , 'Y 3 '., \ \ V T ... L. r '4s"1a•A "K... u -5.525 \` 50 p o -0.030 ,, o e -0.035 &x� s, -100 # ' -0.040 -0.045 -150 0 0 0 0 sheer o o � .- m � N N a c, a m o, � re �, < -0.050 o 0 0 0 o e .- : ,-_ m ry -Moment Distance(ft) Distance(ft) N r r n m m n Notes: at (,,+,e, ,N) $woU3 be Ir.T kit, 10-1plc ( 1-1F-kJ-L) e 219 I `< 725# 0IC t,7,5 (i) le o tJAlLS P' tO7pa- ((-Hi-Je) 219 }-4- 2-3 4 4 L15o tt. oik, C'rtcc(e_ 11DL1F'f- On 14 _ lit Zat ))sF x -3rC- - 9 04 psc x 21.1- x 1 - I 6 3 * s< (2)()531/1-acA it_.) 9570 SW Barbur Blvd Project Name Lewis & Enfield Residence Patio Cover 140448 - is Suite One Hundred Project # IS Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS. Fax: 246-1395 By MRL Ck'd Date 6/9/14 Page of 26, 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F°0 E&Em„ Mark Dormer Ridge Rs= 7.13.0OK<50 Material:DIMENSIONAL LUMBER Co 1.15 1.15 E',,;� 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 FOE= 13697P si Span 15.00 ft Ca= 2.00 ft size=2 x 10 CF 1.10 Fb`= 1139 psi x1= 0.00 ft w1= 136 lbs/ft b= 3.000 in CM 1.00 1.00 1.00 1.00 F /F`- 12.03 bE b x2= 15.00 ft w2= 136 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fti= 1133 psi Xa= 0.00 ft Pa= 0 lbs A= 27.75 in° C, 1.00 F,= 207 psi Xb= 0.00 ft Pb= 0 lbs S= 42.78 in3 Cy 1.000 F,0'= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 197.86 in° C 0.996 CL, E'= 1,600,000 psi R1= 1020 lbs V= 915 lbs El= 316,581 kip-in2 Cf„ 1.00 R2= 1020 lbs M= 3825. ft-lbs F0= 900 psi LL Am,,1=U 360 LL A= 0.31 inchs F0= 180 psi Material DIMENSIONAL LUMBER TL Aum11=U 240 TL A= 0.49 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% E,= 4.12 ft Erni„= 580 ksi Load Duration,C0 TWO MONTHS 1.15 SNOW LOAD - Fb'=(Fb)(Cd)(CtXCF)(CM)(Ci)(Cr)(CL)(Cfu)=1,133 psi F,,= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(CtXCM)(Ci)=207 psi Approx.weight 6.74lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(EXCt)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=1,073 psi<Fb'=1,133 psi Bending Capacity=94.7% M=3,825 ft-lbs<Mmax=4,041 ft-lbs Member 2 x 10 fv=49 psi<Fv'=207 psi Shear Capacity=23.9% Number of Plies 2 Plies V=915 lbs<Vmax=3,830 lbs Max LL Defl=0.309 inches=L/583 LL Defl.Capacity=61.7% (2 Plies) 2 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.494 inches=L/364 TL Defl.Capacity=65.8% Copyright©2013 Miller Consulting Engineers,Inc. 5,000 0.000 t 4,000 -0.100 3,000 `'\ 0.200 I 2,000 / 1 \ 0 1,000 m x.300 '17--H-1,772;".'21-1-.:4;.,..._2_,_0 A 0 -0.400 -1,000 - -0.500 -2,000 -0.600 _ Shear `* m Distance(ft) Distance(ft) ro n m m a o a w o v o o r �, e e e o m m m -Moment f Notes: CHEF . e ay StJOW PittPT wl wti t,)l = (`111,2 4`1 f-)( z X1 = 21. ell- 1 V_ i,l15 }�. e 3. o.(e, ',42 = (9 psf- +25ps1-�`z' ') :i34 plc- ! Mr51i rt= 3,954 )i-14- < 9 b l i.W ,14.. r.X1) 6 HoUsE c 111-14, k l)S - )*vC210 2 WRt Ele-P- uiL-t Fr r r5c(5* puws+ m 32.5x+4. 9570 SW Barbur Blvd Project Name Lewis& Enfield Residence Patio Cover 140448 - ES Suite One Hundred Project # MaPortland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling • CONSULTING (503)246-1250 MRL 6/9/14 ENGINEERS Fax: 246-1395 By Ck'd )6.---) Date Page l of 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F„ Bearing F,. E&Em,, Mark !Double Rafter I Material: DIMENSIONAL LUMBER Rs= 7. OK<50 Co 1.15 1.15 E'„,,„.= 580,,00 00 psi Grade: DF/L No.2 or Better Cr 1.00 1.00 1.00 - Span 15.00 ft C„= 2.00 ft size=2 x 12 1.00 F,s= 11262 psi x1= 0.00 ft w1= 102 lbs/ft CF 1.00 FS`= 1035 psi b= 3.000 in CM 1.00 1.00 1.00 1,00FSE/Fc= 10.88 x2= 15.00 ft w2= 102 lbs/ft d= 11.250 in Ci 1.00 1.00 1.00 1.00 Fti= 1030 psi Xa= 0.00 ft Pa= 0 lbs A= 33.75z0 ,,'= 1 a . 207 psi Xb= 0.00 ft Pb= 0 lbs S= 63.28 in CrCF Xc= 0.00 ft Pc= 0 lbs i= 355.96 in' C,, 1.000 Fri= 625 psi in ° tCi_ 0.995 E'= 1,600,000 psi R1= 765 lbs V= 669 lbs El= 569,531 kip-in°ki Cru 1.00 R2= 765 lbs M= 2869 ft-lbs FS= 900 psi LL�iimit=L/ 360 LL A= 0.13 inchs F,,= 180 psi Material TL knit=L/ 240 DIMENSIONAL LUMBER t TLA= 0.21 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% Cr,= 4.12 ft E05= 580 ksi Load Duration,C Fb'=(Fb)(Cd)(Ct)(CF)(CMXCD(Cr)(CL)(Cfu)=1,030 psi F,i= 625 t TWO MONTHS 1.15SNOW LOAD psi Temperature Factor,Cr DRY T<=100'F Fv'=(Fv)(Cd)(Ct)(CMXCi)=207 psi Approx.weight "820 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct}(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fol.=(FcIXCt)(CM)(Ci)=625 psi I R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr fb=544 psi c Fb'=1,030 psi MEMBER IS NOT REPETITIVE Bending Capacity=52.8% M=2,869 ft-lbs<Mmax=5,431 ft-lbs Member 2 x 12 fv=30 psi<Fv'=207 psi Shear Capacity=14.4% Number of Plies 2 Plies V=669 lbs<Vmax=4,658 lbs Max LL Deft=0.128 inches=L/1,402 LL Defl.Capacity=25.7% (2 Plies) 2 x 12,DIMENSIONAL LUMBER Max TL Deft=0.205 inches=L/876 DF/L No.2 or Better TL Defl.Capacity=27.4% Copyright©2013 Miter Consulting Engineers,Inc. 3,500 0.000 3,000 /� 2,500 �' \ -0.050 2,000 /� j a 1,500 f/ 0.100 ,000 '' \ 1 500 ' o -0.150 2 \ / - -0.200 _-----. 500 _` -1,000 0 ^ .c. m ci? -0.250 oo ?_ , m e mm m m m o :, 0. m a PShear 00wc . m m mmo amo v Distance(k) Distance(ft)- Moment Notes: I+1/4-3c212' -Z 1-4-ANNcis t,~ VF,,,iF+ ts95t PQwNi = 2cr70*I- 9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover Suite One Hundred Project Name Project #- Art 140448 _ Portland, OR 97219.5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Campbell Remodeling Client CONSULTING (503)246-1250 MRL 6/9/14 10 ENGINEERS Fax: 246-1395 By Ck'd Date Page of 2-‘, M41 7A 636 n Wii7Bearr, Project: B r A M !` �'1 .6. Project: By: Date: Checked: Date: Page: By: Date: Checked: Date: Page: Description: Reactions - kips, kip ft Units: English Properties - X = feet, E = ksi, I = in^9 X = 0; E = 1370; I = 697; ............._._.._....__'........................t............................................1..._...................................... LLL ,:, 77 Moment Releases - X = feet .. x = 13; T Supports - X = feet, Displacement = inches, Rotation = radians C I le.._ CZ = Ld d t . X = 0; Disp = 0; CS:. 1 6 57 k X = 13; Disp = 0; Shear - kips X = 26; Disp = 0; 42„:„..........._„......„.„1023645 Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 5; PLoad = -,765; X = 9; PLoad = -1.02; X = 13; PLoad = -.765; ------------•-1.716355 ---„,' Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 5; UStart = -.255; UEnd = -.255; XStart = 5; XEnd = 13; UStart = -.085; UEnd = -.085; Moment - kip ft XStart = 13; XEnd = 26; UStart = -.255; UEnd = -.255; .,.....,:6._43.0.7 2,9 —r.,,, Rotation - radians • t0..Q04529 {-0.009991 Deflection - inches ,n nnnnnn „:' —..._ ® `-6.2206981 V. Wineeam 3.30 -Registered to Moller Consulting Engrs. WinBeam 3.30 - Registered to Miller Consulting Engrs. 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F,, E&E,, Mark !Beam#1 Ra= 4.34.0OK<50 Material:DIMENSIONAL LUMBER Co 1.15 1.15 E'm;� 470,000 psi Grade:DF/L No.2,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 Span 13.00 ft l„ O = 2.00 ft size=6 x 12 F5 300 1006 psi F 1.00 Fb'== psi x1= 0.00 ft w1= 255 Ibsfft b= 5.500 in CM 1.00 1.00 1.00 1.00 Fw/Fb*= 29.82 x2= 13.00 ft w2= 255 lbs/ft d= 11.500 in Cr 1.00 1.00 1.00 1.00 F'= 1005 Xa= 0.00 ft Pa= 0 lbs A= 63.25 int C, 1.00 b psi F,'= 625 psi Xb= 0.00 ft Pb= 0 lbs S= 121.23 in' Cy 1.000 'Xc= 0.00 ft Pc= 0 lbs n F„'= 005 psi I= 697.07 in C, 0.998 .E'= 1,300,000 R1= 1658 lbs V= 2024 lbs El= 906,188 kip-int Cr. 1.00 psi R2= 1658 lbs M= 6930. ft-lbs Pb= 875 psi LL Noir=L/ 360 LL A= 0.14 inchs F,= 170 sl Material TL D, �=U 240p I DIMENSIONAL LUMBER maIL A= 0.22 inchs E= 1300 ksi Grade DF/L No.2,5 x 5 Beams&Stringers %LL 62.5% Ca= 4.12 ft Em;,,= 470 ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(CdXCt)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,005 psi F,,,= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=196 psi Approx.weight 15.37 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,300,000 psi R1 Req'd Bearing Width 1.00 in: Incising Factor,C, MEMBER IS NOT INCISED Fol.=(Fc1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=686 psi<Fb'=1,005 psi Bending Capacity=68.3% - M=6,930 ft-lbs<Mmax=10,148 ft-lbs Member 6 x 12 fv=48 psi<Fv'=196 psi Shear Capacity=24.6% Number of Plies 1 Ply V=2,024 lbs<Vmax=8,244 lbs AT N."[C40 (.,IA= 5r 90 51-n,e,$.3 0 t Max LL Defl=0.138 inches=L/1,135 LL Defl.Capacity=31.7% (1 Ply) 6 x 12,DIMENSIONAL LUMBER DF/L No.2,5 x 5 Beams&Stringers Max TL Dell=0.220 inches=L/709 TL Defl.Capacity=33.8% Copyright©2013 Miller Consulting Engineers,Inc. 6,000 o.00a 5,000 -0.020 \t 4,000 0.040 / 1 \ 3,000 / \ o.oso 2,000 �� \ -0.080 / x 1,000 \ ° o.toD • � m ..s ;, \ o -0.120 0 1,000 -0.140 -2,000 ` 0.160 -0.180 -3,000 -0.200 0 Shear Distance(ft) Distance( a m n a n ,tri m r m m m o 2 w ,.ro o r „ „ n e 2 e e m 2 2 m m -Moment ft) m : 1; r Notes: - • - ES 9570 SW Barbur BlvdLewis & Enfield Residence Patio Cover Suite One Hundred Project Name Project # 140448 Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon • MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd ( -.- Date 6/9/14 Page 1.2- of 21' 2005 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F,, E&E,°, Mark 'Beam#2 I Rs= 80,02 OK<50 Material:DIMENSIONAL LUMBER Co 1.15 1.15 Fro,. 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 F bE= 2816 psi Span 10.00 ft C„= 2.00 ft size=2 x 12 CF 1.00 x1= 0.00 ft w1= Fb`= psi 84 lbs/ft b= 1.500 in Cu 1.00 1.00 1.00 1.00 FbE/Fb2.75'= 2.72 x2= 10.00 ft w2= 84 lbs/ft d= 11.250 in C; 1.00 1.00 1.00 1.00 Fb'= 1007 psi Xa= 0.00 ft Pa= 0 lbs A= 16.88 in2 Cr 1.00 Xb= 0.00 ft Pb= 0 lbs S= 31.64 _in' C, 1.000 F'= 207 psi F„'= 625 psi Xc= 0.00. ft Pc= 0 lbs I= 177.98 in" Ct. 0.973 E'= 1,600,000 psi Rt= 420 lbs V= 341 lbs El= 284,766 kip-inZ Cf„ 1.00 R2= 420 lbs M= 1050 ft-lbs Fb= 900 psi LL 4n,11=L/ 360 LL A= 0.04 inchs F,= 180 psi Material I DIMENSIONAL LUMBER TL Aka=L/ 240. TL A= 0.07 inchs E= 1600 ksi Grade 1 DF/L No.2 or Better LL 62.5% le= 4.12 ft Emm= 580 ksi Load Duration,CD TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CF)(CM)(CiXCr)(CL)(Cfu)=1,007 psi Fri= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Approx.weight ' 4.10 lbs/ft Wet Service Factor,C, MOISTURE CONT LESS THAN 19% E'=(EXCt)(CMXCI)=1,600,000 psiI RI Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fci)(Ct)(CMXCi)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=398 psi<Fb'=1,007 psi Bending Capacity=39.5% M=1,050 ft-lbs<Mmax=2,655 ft-lbs Member 2 x 12 fv=30 psi<Fv'=207 psi Shear Capacity=14.7% Number of Plies 1 Ply V=341 lbs<Vmax=2,329 lbs Max LL Defl=0.042 inches=L/2,882 LL Defl.Capacity=12.5% (1 Ply) 2 x 12,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.067 inches=L/1,801 TL Defl.Capacity=13.3% (Mr 04.1 Copyright©2013 Miller Consulting Engineers,Inc. 1,200 0.000 , 1,000 - \ 800 /s `� -0.010 • 600 -0.020 a 400 • -0.030 \ x 200 ,, . T. ;:. c.. m -0.040 \ 200 -0.050 -400 -0.060 \N. �` /600 m ' -0.070 0 '0 0 "' a m va mi vi m m m m m m 0 00 n rr „ „ < e .e ' m m m r m m m m mShear Distance{ft) Distane(ft)-Moment Notes: - all 9570 SW Barbur BlvdLewis & Enfield Residence Patio Cover Suite One Hundred Project Name Project # 140448 _ Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd .%� ,,R Date 6/9/14 Page i of 2 2005 National Design Specification for Wood Construction(ASD) Reduction Bending Fb Shear F, Bearing Fr, E&E.N Mark 'Ledger/Ridge Beam#2 Re 6.74.0OK<50 j Material:DIMENSIONAL LUMBER Co 1.15 1.15 E'm;� 580,000 psi Grade:DF/L No.2 or Better Ct 1.00 1.00 1.00 1.00 - Span 10.00 ft e„= 2.00 ft Fba= 15329 psi size=4 x 72 CF 1.10 Fb'= 1139 psi x1= 0.00 ft w1= 357 lbs/ft b= 3.500 in CM 1.00 1.00 1.00 1.00 F F`- x2= 10.00 ft w2= 357 lbs/ft ba/b= 13.463 d= 11.250 in C; 1.00 1.00 1.00 1.00 Xa= 0.00 ft Pa= 0 lbs z Fe= psi • A= 39.38. in Cr 1.00 • Xb= 0.00 ft Pb= 0 lbs S= 73.83 a F4= 207 psi in Cs, 1.000 F,[= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 415.28 in4 C,_ 0.996 E= 1,600,000 psi Rt= 1785 lbs V= 1450 lbs El= 664,453 kip-int Cfu 1.00 R2= 1785 lbs M= 4463 ft-lbs Fb= 900 psi LL Ai„„i,=L/ 360 LL A= 0.08 inchs F,= 180 psi Material DIMENSIONAL LUMBER TI-Afon¢=L/ 240 TL A= 0.12 inchs E= 1600 ksi Grade }DF/L No.2 or Better %LL 62.5% la= 4.12 ft E„,,,,= 580 ksi Load Duration,C,,, TWO MONTHS 1.15 SNOW LOAD Fb'=(FbXCd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,134 psi F,.= 625 psi Temperature Factor,C, DRY T<=100`F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Approx.weight 9.57 lbs/ft Wet Service Factor,C. MOISTURE CONT LESS THAN 19% E'=(E)(CtXCMXCi)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fcl)(CtXCM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=725 psi<Fb'=1,134 psi Bending Capacity=64.0% • M=4,463 ft-lbs<Mmax=6,977 ft-lbs Member - 4x12 fv=55 psi<Fv'=207 psi Shear Capacity=26.7% Number of Plies 1 Ply V=1,450 lbs<Vmax=5,434 lbs Max LL Defl=0.077 inches=L/ 1,563 LL Defl.Capacity=23.0 (1 Ply) 4 x 12,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.123 inches=L/977 TL Defl.Capacity=24.6% Artk• 7fripIc Zxi2 QK\ Copyright 02013 Miller Consulting Engineers,Inc. 5,000 0.000 4,000 >,,.,,,, 0.020 . 3,000 / / T 2,000, \ -0.040 1,1)00 `..'?'Y \\ _ -0.060 o` U 1 \\ -0.080 / Y _,. /-1,000 0.100 -2,000 \\N-,,,,,__-0.120 -3,000 m 0 -0.140 =Shear m •� m y my m m m n r_ ;Ti m m m „ Distance(ft) Distance(e e ' -Moment R) N m m ,`-', r n m m m m = Notes: - . rA9570 SW Barbur BlvdLewis& Enfield Residence Patio Cover Suite One Hundred Project Name Project # 140448 IV Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 (Lk of ENGINEERS Fax: 246-1395 By MRL Ck'd -11-44t--,-. Date 6/9/14 Page 210 LEDGER DESIGN 4 1i 3 Design Criteria LL= 44.2 psf P DL= 9 psf TL= 53.2 psf e I b1 Trib.= 7.5 ft mr w= 399 plf ..._...._ Side Member Thickness= 1.5 in III 111 Side Member Depth= 11.25 in i ,,') Main Member Thickness= 3.5 in mi cn e= 1.5 __ in 's1 Shear(Z)= 310 lb • Withdraw)(W)_ 270 lb/in CD= 1.15 Cm= 1 Ct= 1 Ti Fastener type: LedgerLok Screws Fastener Size= 20/99 in dia. VT1 Fastener Length= 3 in Pm„= 2.00 inPmin= N/A in Pact= 2.00' in Cd= 1.00 Fastener Group Spacing = 24 in #of Fasteners= 3 per group T P= 798 lb per fastener group Loaded Edge Dist. Used= 1.75 in 1.75"min edge dist R Unloaded Edge Dist. Used= 1.75 in V Spacing Between Rows= 3.88 in Min Spacing= 1 1/4" Z'at= 373.2 lb >281.1 OK V= 266 lb Per Fastener Z'a2= 362.6 lb >271.4 OK W'= 311 lb/in Per Fastener Z'a3= 357.1 lb >266.5 OK Z'= 357 lb Per Fastener Z'a4= lb S1 = 9.50 in T1 = 91.0 lb R1 = 281.1 lb at= 18.89 S2 = 5.63 in T2= 53.9 lb R2= 271.4 lb a2= 11.45 ° S3= 1.75 in T3= 16.8 lb R3= 266.5 lb a3= 3.61 S4= in T4= lb R4= lb a4= ° Use(3)0.202 in dia.x 3"long LedgerLok Screws at 24"o.c. , il 9570 SW Barbur Project Name Suite one HundredBlvd Lewis & Enfield Residence Patio Cover Project Project # 140448 MSPortland, OR 97219-54124 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd Imo,., Date 6/9/14 Page V5 of 210 2005 National Design Specification for Wood Construction(ASD) Red,,ction Bending Fp Sheer F, Scoring F,, E&E,,, Mark I Beam#3 I Re= 6.,0 OK<50 M Material:DIMENSIONAL LUMBER Co 1.15 1.15 E'm;� 580,000 psi Grade:DF/L No.2 or Better Cr 1.00 1.00 1.00 1.00 Span 10.50 ft („= 2.00 ft size=4x12 Fu°= 15329 psi CF 1.10 Fs'= 1139 psi x1= 0.00 ft w1= 68 lbs/ft b= 3.500 in CM 1.00 1.00 1.00 1.00 F,E/Fs'= 13.46 x2= 10.50 ft w2= 68 Ibs/ft d= 11.250 in Ci 1.00 100. 1.00 1.00 Fe= 1134 psi Xa= 6.00 ft Pa= 1785 lbs A= 39.38 inz Cr 1.00 F,.'= 207 Xb= 0.00 ft Pb= 0 lbs s = 73.83 3 psi Xc= 0.00 ft Pc= 0 lbs I= 415.28 in4 Cv 1.000 FE= 00, psi in C� 0.996 E'= 1,600,000 psf R1= 1122 lbs V= 1313 lbs E'I= 664,453 kip-int C{r, 1.00 R2= 1377 lbs M= 5499 ft-lbs Fy= 900 psi LL Ar„rrg=U 360 LLA= 0.09 lochs F„= 180 psi Material TLAies=U 240 TL O= 0.14 inchs (DIMENSIONAL Iter E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% La= 4.12 ft Em;,,= 580. ksi Load Duration,Co TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CFXCM)(Ci)(Cr)(CL)(Cfu)=1,134 psi F,_ 625 psi Temperature Factor,Cr DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Approx.weight , 9.57 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,Cr MEMBER IS NOT INCISED Fcl'=(Fcl)(CtXCM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=894 psi<Fb'=1,134 psi Bending Capacity=78.8% ft-lbs<Mmax=6,977 ft-lbs Member 4x12 fv=50 psi<Fv'=207 psi Shear Capacity=24.2! Number of Plies 1 PIy V=1,313 lbs<Vmax=5,434 lbs Max LL Defl=0.087 inches=L/ 1,440 LL Defl.Capacity=25.0 (�PIY) 4 x 12,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Deft=0.140 inches=L/900 TL Defl.Capacity=26.7% Copyright©2013 Miller Consulting Engineers,Inc. 6,000 0.000 5,000 r' -0.020 4,000 - 7,' \\ -0.040 3,000 // \ F -0.060 - '. 2,000 s / -0.080 1,000 + 4 w ; \ o -0.100 0 -0.120 -1,000 ._ '-,,, _ -0.140 -2,000 0 Shear a `„ m n e a : v^+ : m n r m m m m -0.160 0 0 0 .- _ r � „ „ e e m m m m -Moment Distance(ft) Distance(ft) r m m 0 Notes: - FoR 8CA N1 'F1lrgP•1IA}Ci it- +`c) 86AM 1 I coul` vc& 6X(. DP/L z .fig e hoc. (2s1 4 F'!,2 063,ir4s. /7u46 tuz- GS p1-l: oo .1 Inc, 9570 SW Barbur Blvd r Lewis & Enfield Residence Patio Cove Suite One Hundred Project Name Project # 140448 Ilk Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd Date 6/9/14 Page Po of Zf, - COLoMz<1 L.CC 4't1u't.J i J -- - — iT i I IF': : ,/,:: ,1: --- Gam- ! - , '; �h I • uGli "E�f r — s 1 I II-- -- - r" I ,p, ii„ : .4 , ' G . — — to — — i } � = ( C I l-f— -- - f I (cS CL Q , < r • Ca 2s 02:4 K C-z c t-1,131 k +— CotJTRoiL1,jC- c-rrzPJ\T LORD (SEC– NEXT ?-r FQYL COLUMt✓ /NAL71S4S ) C2, r I, X51 Ic GLI s 13-77 4,i + �q elf [ 1c,.5IIzi I, 73Lik • LS = I.I z2 • C C, _ 00-11 Ic P' i T1, C - LoCAildAJ 0 ADD[Tom,,L LuAr-a FR M ooer,4E42 Pk : pc a 1 (.5 ' -1- (Li4,2 11.z1- -25p., ,, Li,5OA .1- 4- x (1,5 Rh j _ °oqs itk Pg = S , 171 Y� < (9) '431° i 1 C pE7EV-wic. Srr2GLv _ 7_79'0# — WC (.0 rows of (z) LcGC.rctL,� sows 'Fu c 6 .. �+ I� �rrA�alr>r�r rN w�LL -�, CO�oN,siEcr Le-p�erz To c*LL OS9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover supe One Hundred Project Name Project # 140448 _ Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd t4,—, Date 6�9�14 Page of 2-(9 2005 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 1025 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 1025 psi Mark C2 Material: DIMENSIONAL LUMBER Rbx 5.7 1~`..1 Grade: Hem/Fir No.2,5 x 5 Post&Tin C, 1.00 Rb 5.7 d /Y Ft je size=6 x 6 C, 1.00 1.00 1.00 1.00 Fbex 14198 psi , d,= 5.50 in CF 1.00 1.00 Fbey 14198 psi ..„,F:e d2 d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 A= 30.25 in2 C; 0.80 0.80 0.95 0.95 KT 0.59 eve I Sx= 27.73 in3 CT 1.00 Fbx' 736 psi Height= 8 ft lu,= 8 ft Sy= 27.73 in3 Cm 1.00 Fby' 736 psi P1= 4139 lb lug= 8 ft Le,= 14.72 ft CLx 1.00 Fbe.Fbx' 19 P2= 0 lb Mx„= 0 ft-lbs Le2= 14.72 ft CLy 1.00_ FbeyfFby* 19 ext= 0 in My=- 0 ft-lbs Fbx=- 575-- psi Cp 0.79 Fc' 736 psi ey1= 0 in M,,,,=--- 40 ft-lbs Fby= - 575 psi Cfu 1.00 Fbx 736 psi ex = 0in My„ 0 ft-lbs Ex= 1100 ksi CE 1.00 1.00 1.00 1.00 Fby' 736 psi ey2 0= in Ke,= 1 Ey= 1100 ksi CE=Exterior wet use of SCL lumber Fc' 583 psi wx= 5 lbs/ft Ke2= 1 Exm,„= 400 ksi C p I'. 1.00 I 1.00 I I Ex' 1045 psi wy,= 0 lbs/ft le,= 8.00 ft Eym,n= 400 ksi C1R=Single Pile Factor(piles only) Ey' 1045 psi le2= 8.00 ft Fc= 575 psi I C„ I 1.00 1.00 Exm,, 380000 psi le,/d,= 17.45 c= 0.8 C„=Untreated Factor(piles only) Ey„,,,,' 380000 psi lee/d2= 17.45 Ix= 76.26 in° Material , DIMENSIONAL LUMBER V ly= 76.26 in4 Grade Hem/Fir No.2,5 x 5 Post®Timber V Fbx'=(Fbx')(CL)(Cfu)=736 psi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V Fby'=(Fby')(CL)(Cfu)=736 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=583 psi Temperature Factor,C, T<=I000F V E'=(E)(Ct)(Cm)(Ci)=1,045 ksi Wet Service Factor,Cu MOIsruRECONr LESS THAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=380 ksi Incising Factor,CI MEMBER Is INaSED v, fbx=17 psi<Fbx'=736 psi Bending Capacity=2.4% Repetitive Factor Cr MEMBER IS NOT REPe1uwE V fby=0 psi<Fby'=736 psi Built up Member No V fc=137 psi<Fc'=583 psi Axial Capacity=23.5% Member e x 6 V Combined Axial Compression and Bending Combined Capacity=8.2% 6 x 6,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 Hem/Fir No.2,5 x 5 Post&Timber • 9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover Project Suite One Hundred Project Name Project # 140448 ® Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd 14--., Date 6/9/14 •PageIQ of 2C' COLvMN UPLIFT lq (asF (%)1 J V PLI -T (5eG Pct' 13 ±J 1 15 it, q7,6 , x a. Z L T,Jpr(rl _ )4psz. 1(.8- Tr U1n1D ConITIt0LS UPLIFT 1. SPI l("1-SC',5rnic 0 L 3756 ' = 57_6 sec pc�rry = `1 , le / 2000 psC ailuwab4 l ��vfv _ z.oc, rr\i1"7" SQ UPLI FT _ Ib`d?- ii Pres 0,4 x 1p0- C 13P x 15 f13 F o,b [ W c13 + 0.6 x15QP,Gx 11 x 3N X q,5FF rz W�(r = 150pc -V- / x 12 x o a/ 1I, �li - o.4 C6t jrl3 i •i -52.a+� : 1.91A (( Q•6 x 160 x !� �r h1 F ( SI E USE SIMQS0N C36(, CR6?RC1 111,4 > 1.� G ;, 0 POST- COMM' c_1-101.) 3111." l3. w� (2) r/2 h Z:/2 C.hcr-r hot.ri TU �o5t (u1 -/o" . Z �l !rrr, •3��ro jU SEnn� "Trotiot. I\01. 16p a - o.G E9ps.+iC`37•5tr?- = 11613# pplIt+ Cp co 318 I60 x I.(o x �� x u�. - luZ r1 X 2 sr��s 11H3 < 1193 L..11 el '1.3`7'0 yZ''CD Q�oL( c 2.1'141. (SEF NGxT ►P X til !Batas WI ' I1413 it. O.I<. 9570 SW Barbu r Blvd Lewis & Enfield Residence Patio Cover suite One Hundndred Project Name Project # 140448 Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd I' Date 6/9/14 Page 1 q of 2. BOLTS-LAG BOLTS LATERAL LOAD CAPACITY 2001 NDS - D(in) 0.5 Bolt diameter LB "LB"FOR LAG BOLT,"B"FOR BOLT Dr(in) 0.371 Lag bolt root diameter if lag bolt/threaded fastener or bolt diameter if bolt Steel/Wood? W Main member steel or wood,conc.,S,W.C 58 Steel pl. Fu(m)(KSI) STEEL SIDE PLATES Steel/Wood? S Side member steel or wood,S or W 58 Steel pl. Fu(s)(KSI) A36 FY=36 FU=58KS1 - is(in) 0.19 Side member thickness ASTM A653 FY=33 FU=45KSI tm(in) 5.5 Main member thickness 87000 main Gm 0.43 Main member specific gravity 87000 side Gs 0.5 Side member specific gravity Fem II 4816 Table 11.3.2 and NDS 11.3.2.1,11.3.2.2,11.3.2.3,11.3.2.4 4816 Fern(perp 2537 Table 11.3.2 and NDS 11.3.2.1,11.3.2.2,11.3.2.3,11.3.2.4 2537 Fes II 87000 Table 11.3.2 and NDS 11.3.2.1,11.3.2.2,11.3.2.3,11.3.2.4 5600 Fes(perp) 87000 Table 11.3.2 and NDS 11.3.2.1,11.3.2.2,11.3.2.3,11.3.2.4 3158 Fe(theta)m 4816 Fe(theta)s 87000 Concrete: Dowel bearing Fe=6000psi Fyb 45000 dowel bending strength of bolt,psi MAY BE AN INPUT FOR OTHER BOLT GRADE min 2000 psi concrete,min.6"embedment Os 90 degrees(angle of load to grain),side member Om 0 degrees(angle of load to grain),main member Re 0.0553563 Ktheta 1.25 with max angle to grain Rt 29.333333 KD1 2.2 FOR D<0.17 2+Re 2.0553563 KD2 4.21 0.17<D<0.25 3Femls2 507.9375 KD 4.21 3Femlm2 437052 1+Re 1.0553563 YIELD MODE:(Rd) 1+Rt+Rt2 890.77778 Im,Is 5 0.25<D<1 <----- 11 4.5 <- Re(1+Rt) 1.6791418 Illm,IIIs,IV 4 <-- 1+2Re 1.1107126 All modes 4.21 D<0.25 <---- Rt2Re3 0.1459569 k1 0.6633345 THREADEI 5.2625 WHEN k2 0.4636237 FASTENERS D>0.25,Dr<0.25 k3 8.3944688 SINGLE SHEAR Z= 1965 lbs MODE Im (11.3-1) Z= 1210 lbs MODE Is (11.3-2) Z= 892 lbs MODE II (11.3-3) Z= 1025 lbs MODE Illm (11.3-4) Z= 342 lbs MODE Ills (11.3-5) Z= 403 lbs MODE IV (11.3-6) DOUBLE SHEAR Z= 1965 lbs MODE Im (11.3-7) Z= 2421 lbs MODE Is (11.3-8) Z= 684 lbs MODE Ills (11.3-9) Z= 805 lbs MODE IV (11.3-10) Adjustment factors for lateral loads(bolts) CD 1.6 Duration factor minimum required p(in.) = 2.00 CM 1 Wet-Use factor p(in.) 2.1875penetration offastener into main member Cr 1 Temperature Factor Cd 0.55 Penetration Depth Factor 2001 NDS Group action factor n= 1 #of fasteners in a row Em= 1600000 (modulus of elasticity of main member,psi) 1 E,= 1600000 (modulus of elasticity of side member,psi) 1 Am=8.25 (gross cross-sectional area of main member,in`) A,=8.25 (sum of gross cross-sectional areas of side members,in2) m= 0.9083632 u= 1.0046222 s= 1 (center to center spacing between fasteners in a row,in.) RGA= 1 y = 61013.316 (load/slip modulus fora connection,lbs/in.) A (500,000 for 4"split ring of shear plate connectors) Cg= 1.0000 Y = D B (400,000 for 2 1/2"split ring or 2 5/8"shear plate connectors) C (180,000)(D15)fir dowel-type fasteners in wood-to-wood connections) D (270,000)(D75)fir dowel-type fasteners in wood-to-metal connections) CD 1.0000 Group Action Factor Ca 1 Geometry Factor Ceg 1 End-grain factor Cdi 1 Diaphragm factor Ctn 1 Toe-nail factor SINGLE SHEAR CAPACITY DOUBLE SHEAR CAPACITY Z= ." - `299`lbs Z 599lbs • Wind loading on an open structure with monoslope roof acting on the main wind resisting system per ASCE 7-05§6.5.13 V= 95 mph 3-second gust wind speed h'= 9 ft Eave Height• L a= 26 ft Building length L= 15 ft Building width h= 9.625 ft Mean roof height Roof Pitch= 1.00 :12 0= 4.8 Refer to 6.5.13.2 ASCE 7-05,pg 29 Case: 2 Wind Flow: Obstructed Wind Flow Exposure is: B Ka= 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= 0.57 Exposure Coefficient(ASCE 7-05 Table 6-3,pg 79) Topographic Factor(ASCE 7-05§6.5.7.1,pg 26) 2-dimensional escarpments H= 0 ft Height of hill. Copyright 2010©Miller Consulting Engineers,Inc. Lh= 5 ft Length of hill x= 0 ft Dist.From hill crest Minimum wind pressure is 10 psf per ASCE 7.05-6.1.4.1 Structure is Upwind of escarpment z= 2.5 ft Elevation from bottom of hill. K4= 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh= 11.29 psf ASCE 7-05 Eq:6-15,(pg.27) G= 0.85 gust effect factor from Section 6.5.8 Copyright 2010©Miller Consulting Engineers,Inc. - Wind Force Normal to Ridge (Horiz (Horiz (Windward (Leeward Windward Leeward Vert. Vert. Windward Leeward Pressure) Pressure) Load Case GCNw GCNL Pressure PressurePressure) Pressure) Area .(Sq. Area (Sq. (PSF) (PSF) clhGCNw clhGCNL ghGC (PSF) (PSF) Nw ghGCNL ft) ft) (PSF) (PSF) 0 Deg,A -0.69 -1.18 -7.84 -13.34 -0.65 -1.11 -7.82 -13.29 196 196 0 Deg,B -1.26 -0.62 -14.21 -6.97 -1.18 -0.58 -14.16 -6.95 196 196 • 180 Deg,A -0.26 -1.02 -2.97 -11.51 -0.25 -0.96 -2.96 -11.47 196 196 180 Deg,B 0.09 -0.35 1.02 -3.93 0.09 -0.33 1.02 -3.91 196 196 Uniform uplift= 14.16 psf-MW FRS Windward Leeward Net Min 10 Load Case Force(lbs) Force(lbs) Horizontal PSF force G c 1�,2.f' p4 Force(lbs) (lbs) 0 Deg,A -127 -217 -344 325 Wind loading perpendicular to ridge 0 Deg,B -231 -113 -344 325 Equivalent w= 13 plf 180 Deg,A -48 -187 -235 325 180 Deg,B 17 -64 -47 325 d Force Parallel to Ridge Horiz. Gable End Load Case GCN P psf Force Min.Force Area Loading (PSF) (PSF) (Sq.Ft.) (lbs) Wind Force Parallel to Ridge A -1.02 -11.51 -11.51 11.51 9.38 108 Egeivdle,d w- 7 plf B -1.02 -11.51 -11.51 11.51 9.38 108 9570 SW Barbur Blvd Lewis& Enfield Residence Patio Cover - as Suite One Hundred Project Name Project # 140448 Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd in' Date 6/9114 Page 'IA of ��, Wind loading on an open structure with monoslope roof acting on the main wind resisting system per ASCE 7-05§6.5.13 V= 95 mph 3-second gust wind speed h'= 9 ft Eave Height L B= 26 ft Building length L= 15 ft Building width h= 9.625 ft Mean roof height Roof Pitch= 1.00 :12 0= 4.8 Refer to 6.5.13.2 ASCE 7-05,pg 29 Case: 2 Wind Flow:Clear Wind Flow Exposure is: B Ka= 0.85 Wind Directional Factor(ASCE 7-05,Table 6-4,pg 80) ,wawa__ FBF w fgr- I= 1.00 Importance Factor(ASCE7-05,Table 6-1,pg 77) "�"- "�" "-"t"" """c"�"�'c"�"""_"_' K�= 0.57 Exposure Coefficient(ASCE 7-05 Table 6-3,pg 79) Topographic Factor(ASCE 7-05§6.5.7.1,pg 26) 2-dimensional escarpments H= 0 ft Height of hill - Copyright 2010©Miller Consulting Engineers,Inc. Lh= 5 ft Length of hill x= 0 ft Dist.From hill crest Minimum wind pressure is 10 psf per ASCE 7.05 6.1.4.1 Structure is Upwind of escarpment z= 2.5 ft Elevation from bottom of hill. K,t= 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh= 11.29 psf ASCE 7-05 Eq:6-15,(pg.27) G= 0.85 gust effect factor from Section 6.5.8 Copynght 2010©Miter Consulting Engineers,Inc. - Wind Force Normal to Ridge (Horiz (Horiz (Windward (Leeward Windward Leeward Vert. Vert. Windward Leeward Pressure) Pressure) • Load Case GCNw GCNL Pressure Pressure Pressure) Pressure) Area (Sq. Area (Sq. (PSF) (PSF) qh GC Nw gnNL ghGCNw ghGCNL ft) ft) (PSF) (PSF) (PSF) (PSF) 0 Deg,A 0.05 -0.45 0.54 -5.04 0.05 -0.42 0.54 -5.03 196 196 0 Deg,B -1.10 -0.03 -12.38 -0.35 -1.03 -0.03 -12.34 -0.35 196 196 • 180 Deg,A 0.86 0.90 9.68 10.19 0.80 0.85 9.65 10.15 196 196 180 Deg,B 0.52 0.13 5.90 1.48 0.49 0.12 5.88 1.47 196 196 Uniform uplift= 12.34 psf-MWFRS Windward Leeward Net Min 10 Load Case Force(lbs) Force(lbs) Horizontal PSF force Force(lbs) (lbs) 0 Deg,A 9 -82 -73 325 Wind loading perpendicular to ridge 0 Deg,B -201 -6 -207 325 Equivalent w 1 - elf 180 Deg,A 157 166 323 325 180 Deg,B 96 24 120 325 d Force Parallel to Ridge Horiz. Gable End Load Case, GCN P psf Force Min.Force Area Loading (PSF) (PSF) (Sq.Ft.) (lbs) Wind Force Parallel to Ridge A -0.68 -7.67 -7.67 10.00 9.38 94 Equivalent w= 6 plf B -0.68 -7.67 -7.67 10.00 9.38 94 drA9570 SW Barbur Blvd Project Name Lewis& Enfield Residence Patio Cover 140448 Suite One Hundred Project # MOP Portland, OR 97219 5412 12568 SW 131st Avenue, Tigard, Oregon Location MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd I'^---� Date 6/9/1.4 Page of2(0 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'= 9 ft Eaves height B= 10 ft Building length L= 21 ft Building width h'= 9.44 ft Mean roof height Roof Pitch= 1.00 :12 0= 4.8 Refer to 6.5.13.2 ASCE 7-05,-)g 29 Case 2 = Wind Flow: Clear Wind Flow c ot•creto. Lo cs (mEb Exposure is: B Copyright 2010©Miller 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) K�= 0.57 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. = 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh= 11.29 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. (PSF) (PSF) ghGCNw ghGCNl. ghGCNw clhGCNL ft) (Sq.ft) (PSF) (PSF) (PSF) (PSF) A 0.97 -0.07 10.90 -0.78 0.91 -0.06 10.87 -0.78 105 105 B -0.23 -0.68 -2.63 -7.66 -0.22 -0.64 -2.62 -7.64 105 105 Uniform uplift= 10.87 psf-MW FRS Windward Leeward Net Min 10 Load Case Horizontal PSF force Force(lbs) Force(lbs) Force(lbs) (lbs) A 95 -7 102 88 Wind loading perpendicular to ridge B -23 -67 44 88 Equivalent w= plf Wind Force Parallel to Ridge Horiz. Gable End Load Case GCN P psf Force Min.Force Area Loading • (PSF) (PSF) (Sq.Ft.) (lbs) Wind Force Parallel to Ridge A -0.26 -2.88 -2.88 10.00 9.19 92 Equivalent w= 4 plf B 0.26 2.88 2.88 10.00 9.19 92 9570 SW Barbur Blvd Project Name Lewis& Enfield Residence Patio CoverProject # 140448 Suite One Hundred Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd ) --- Date 6/9/14 Page 21) of 2G 2009 International Building Code Design Criteria S.= 92.40% Figure 1613.5(1)(0.2 sec response),2009 IBC pg 348-365 Si= 33.60%' Figure 1613.5(2)(1.0 sec response),2009 IBC pg 348-365 Fa= 1.13 Table 1613.5.3(1)(linear interpolation is used),2009 IBC pg 341 • Fv= 1.73 Table 1613.5.3(2)(linear interpolation is used),2009 IBC pg 341 SMS=F.S.= 1.04 eqn.16-36,2009 IBC pg 340 SM1=F,Si= 0.58 eqn.16-37,2009 IBC pg 340 Sos=(2)SMs/(3) = 0.70 eqn.16-38,2009 IBC pg 342 So,=(2)SM,/(3) = 0.39 eqn.16-39,2009 IBC pg 342 Site Class D Table 1613.5.2 2009 IBC pg 341 Occpancy Category II IBC 2009 Sec 1604.5,pg 307 Seismic Force Resisting System A.Bearing Wall System 13.Light framed walls with shear panels-wood structural panels/sheet steel panels Seismic Design Category(short per.) D Table 1613.5.6(1),2009 IBC pg 343 Seismic Design Category(1 sec) D Table 1613.5.6(2),2009 IBC pg 343 Seismic Design Category D (Controls) R= 6.50 ASCE 7-05 Table 12.2-1,pg 120-122 C= 3.00 l-- ASCE 7-05 Table 12.2-1,pg 120-122 IE= 1.00 ASCE 7-05 Table 11.5-1,page 116 O = 0.02 ASCE 7-05 Table 12.8-2,page 129 x= 0.75 ASCE 7-05 Table 12.8-2,page 129 h„= 10.5 ft,defined ASCE 7-05,section 12.8.2.1,pg 129 Ta= 0.117 ASCE 7-05,Eq 12.8-7,pg 129 Cu= 1.4 ASCE 7-05,Table 12.8.1,pg 129 Ta m = 0.163 ASCE 7-05 Table 12.8-2,page 129 C.= 0.107• ASCE 7-05,Eq 128-2,pg 129 TL= 16 ASCE 7-05,Fig.22-15,page 228-233 C.= 0.510 need not exceed-ASCE 7-05 Eq. 12.8-3&12.8-4,page 129 C.= 0.010 shall not be less than-ASCE 7-05 Eq.128-5&12.8-6,page 129 C,= 0.107 (control) W,or= '3/ lb rce3,E1 es* x [ 2.<0'x , -t i o X 6 ,3 Redundancy Factor p: 1.00 ASCE 7-05 Section 12.3.4,pg 125-126 V=CsW=0.107(W)= 1404' lb ASCE 7-05,Eq.12.8-1,pg 129 V=1.0 SdsW/R=(1.0)(0.70)W/6.5=0.107W= HOH lb,ASCE 7-05 eqn.12.14-11,pg 141(simplified base shear) Loading:P(OE): 41o4 lb eqn.12.14-3,pg 126(horizontal earthquake load) Effect of Dead Load=0.2(Sos)(D)= 0.139 `D,eqn.12.14-4,pg 126(vertical earthquake load) 9570 SW Barbur Blvd Project Name Lewis& Enfield Residence Patio Cover Project # 140448 Suite One Hundred 145 Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon • MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd - Date 6/9/14 Page 29 of 2_ 2009 International Building Code Design Criteria Sa= 92.40% Figure 1613.5(1)(0.2 sec response),2009 IBC pg 348-365 S,= 33.60% Figure 1613.5(2)(1.0 sec response),2009 IBC pg 348-365 • Fa= 1.13 Table 1613.5.3(1)(linear interpolation is used),2009 IBC pg 341 • Fv= 1.73 Table 1613.5.3(2)(linear interpolation is used),2009 IBC pg 341 SMs=Fa Sa= 1.04 eqn.16-36,2009 IBC pg 340 SMI=Fa S,= 0.58 eqn.16-37,2009 IBC pg 340 Sas=(2)SMS/(3) = 0.70 eqn.16-38,2009 IBC pg 342 Sol=(2)SMII(3) = 0.39 eqn.16-39,2009 IBC pg 342 Site Class D Table 1613.5.2 2009 IBC pg 341 Occpancy Category II IBC 2009 Sec 1604.5,pg 307 Seismic Force Resisting System A.Bearing Wall System 13.Light framed walls with shear panels-wood structural panels/sheet steel panels Seismic Design Category(short per.) D Table 1613.5.6(1),2009 IBC pg 343 Seismic Design Category(1 sec) D Table 1613.5.6(2),2009 IBC pg 343 Seismic Design Category D (Controls) R= 6.5 ASCE 7-05 Table 12.2-1,pg 120-122 = 3.0 ASCE 7-05 Table 12.2-1,pg 120-122 IE= ___ 1.00 ASCE 7-05 Table 11.5-1,page 116 CT= 0.02 ASCE 7-05 Table 12.8-2,page 129 x= 0.75 ASCE 7-05 Table 12.8-2,page 129 hn= 22 ft,defined ASCE 7-05,section 12.8.2.1,pg 129 Ta= 0.203 ASCE 7-05,Eq 12.8-7,pg 129 k= 1.00 Cu= 1.4 ASCE 7-05,Table 12.8.1,pg 129 Ta ma.= 0.284, ASCE 7-05 Table 12.8-2,page 129 Cs= 0.107 ASCE 7-05,Eq 12.8-2,pg 129 Tr= 16 ASCE 7-05,Fig.22-15,page 228-233 Cs= 0.293 need not exceed-ASCE 7-05 Eq.12.8-3&12.8-4,page 129 • C,= 0.010 shall not be less than-ASCE 7-05 Eq.12.8-5&12.8-6,page 129 Cs= 0.107 (control) Wror= 3:24.1 lb 15 p6 C334 n 4 30 +8ps4- Paft' 1 4 32)(r X c13 W2nd= k�i1:, lb tg� C ` x 8 . ti ,,,,,4 3s x.=' Redundancy Factor p: 1.00 ASCE 7-05 Section 123.4,pg 125-126 Vroof=CsW=0.107(W)= 3y 5 3 lb ASCE 7-05,Eq.12.8-1,pg 129 V2nd=CsW=0.107(W)= 1-'c Ib ASCE 7-05,Eq.12.8-1,pg 129 V=1.1 SdsW/R=(1.1)(0.70)W/6.5=0.118W= gj ee 5 Ib,ASCE 7-05 eqn.12.14-11,pg 141(simplifled base shear) Effect of Dead Load=0.2(Sos)(D)= 0.139 'D,ASCE 7-05 eqn. 12.14-4,pg 126(vertical earthquake load) 9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover Project Name Pro•ect # 140448 Suite One Hundred Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon • MILLER Client Campbell Remodeling CONSULTING (503)246-1250 MRL 6/9/14 Page 2 ENGINEERS Fax: 246-1395 By Ck'd i4= Date Pa e 5 of 26 LPtcc AL Logos COL = 6x (e NIDD LOPOPNq • 122 C5 MOUSE : RG = 11p'F WIC Cy w=LoW" wa� C Z C3 rz. _ 1 T t 1 ?IE • • ECtc- SEISMIC w5F1.51tit 1� C o6z‘4 W�a� W ALL LIE 3`151+. Li(•25.14 = 2285 2 r I,y(,,o) b7,4i _ I,o9S CHANCtE g1= ZB°o5 "N d (+{0'1 x on Aso) 311,7,& ) 11 o Y' 0 14, Z x I `1A-Su rzooF" 4 r 09. /. To Lc.Af�, (b) LA?CKAL CONSEKVnI11VF Si .1EM (441 NOT AL1„ OF DE-c COQ'. LOAtj 5d i-o RI/ Itz Wt1JD • = b p1 F x 15 H = 8`l > Hoy xo+l etch SEISMIC Ce2NT20LS 9570 SW Barbur Blvd Lewis & Enfield Residence Patio Cover 140448 Project Name Project # Suite One Hundred 1 Portland, OR 97219-5412 Location 12568 SW 131st Avenue, Tigard, Oregon MILLER Client Campbell Remodeling CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MRL Ck'd IC--- Date 6/9/14 Page 2l of z ESR-1078 I Most Widely Accepted and Trusted Page 7 of 8 TABLE 4—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE SHEAR(TWO-MEMBER)WOOD-TO-WOOD CONNECTIONS LOADED PARALLEL(Z11)OR PERPENDICULAR(Z1)TO THE GRAIN''2 ' FASTENER MINIMUM SIDE MINIMUM MAIN Z(Ibf)FOR MINIMUM SPECIFIC GRAVITIES OF: MEMBER MEMBER Length THICKNESS3, PENETRATION4, 0.5 0.46 0.42 Designation (inches) t, P (inches) (inches) Zn Z1 Z„ Z1 Z11 Z1 21/2 11/2 1 240 220 220 200 200 180 OlyLog/ 4&longer 11/2 21/2 280 260 260 230 240 210 TimberLOK 6&longer 21/2 31/2 290 270 270 250 250 230 8&longer 3 5 290 270 260 250 240 230 2'/8 11/2 13/8 240 210 220 180 210 150 41/2 11/2 3 280 260 260 240 250 220 HeadLOK 6&longer 11/2 41/2 290 270 270 250 250 230 6&longer 21/2 31/2 300 280 280 260 270 240 8&longer 3 5 290 280 280 260 260 230 35/8 11/2 11/2 — 260 — 220 — 220 LedgerLOK 35/8 11/2 21/8 310 310 290 280 270 250 5 11/2 31/2 320 300 300 280 280 260 LogHog 9&longer 6 3 310 300 290 280 270 260 33/8 13/4 15/8 320 290 300 270 280 260 TrussLOK 5 13/4 31/4 330 300 310 270 290 250 63/4 13/4 5 330 310 310 290 290 270 27/8 11/2 13/8 310 290 300 270 280 240 TrussLOK-Z 41/2 11/2 3 320 290 300 270 290 250 • 6 11/2 4'/2 330 300 310 280 290 250 •• FASTENER MINIMUM SIDE MAIN MEMBER Z(Ibf)FOR MINIMUM SPECIFIC GRAVITIES OF: MEMBER THICKNESS 5 THICKNESS"., , (inches) Designation Length G0.5 0.46 0.42 (inches) (inches) Min Max Z„ Z1 Ziu Z1 Z„ Z1 61/4 11/2 31/4 41/4 350 320 320 300 300 270 ThruLOK(5) 7 11/2 4 5 350 330 320 300 300 270 8 3 31/2 41/2 350 330 320 300 300 270 For SI:1 inch=25.4 mm,1 pound=4.448 kPa. 'Tabulated reference lateral design values,Z,apply to single shear(two-member)connections with wood main and side members having specific gravity as shown,in which the screw is oriented perpendicular to the grain and loaded laterally either parallel or perpendicular to the grain.For connections in which the main and side members have different specific gravities,use the lower of the two.Gaps are not permitted between the main and side members. 2Values must be multiplied by all applicable adjustment factors,in accordance with Section 4.1. 3Side members with thicknesses greater than the tabulated minimum side member thickness may be used,provided the corresponding tabulated minimum main member penetration is still achieved for the given screw length. °Minimum main member penetration is the minimum length of the screw(including threaded,unthreaded and tip length)that must be embedded within the main member. 5The ThruLOK must be installed with the washer and nut,and must penetrate through the opposite face of the main member a sufficient distance to allow the nut to be tightened snugly against the main member,with at least 1/2 inch,and no more than 11/2 inches of the ThruLOK screw engaged within the nut.