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Specifications (3) / q Pae/PcibT MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Carl's Jr. Tigard, Oregon Leeka Architecture and Planning March 22, 2011 Project No. 100880 3o pages Principal Checked: ' THESE CAL F+ '?= 't,",. " VOID IF SEAL 7.1 1 P ' OR 17,(3%01AR 23,1* " OFFICE COPY VPNO AND SIGN M► • • GINAL EXPIRES: 6-3O-2012 *** LIMITATIONS *** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. 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. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246-1250 FAX (503) 246-1395 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: Yes Soils Report by: Geocon Northwest,Inc. Dated: 4/21/2011 Soil Bearing: 2500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: 0.35 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 15 15 10 Loads: Load Type Snow Floor Live Corridor Live Deck Live Value(PSF) 25 40 100 40 Deflection Criteria [/240 L/360 [1360 L/360 Lateral Design Parameters: Wind Design: 2009 IBC/ASCE 7-05 Wind Speed(3 sec Gust): 95 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 li= 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: Conterminous 48 States 2003 NEHRP Seismic Design Provisions 2%PE in 50 years,0 2 sec SA=Ss Latitude=45.4429356 2%PE in 50 years,1 0 sec SA=51 Longitude=-122.7448841 Spectral Response Accelerations Ss and S1 (Site class B parameters are indicated on this page,for actual site class Ss and Si =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 0.958(Ss,Site Class B) 1.0 0.342(S1,Site Class B) Design Summary: The following structural calculations include a vertical and lateral analysis of a new Carl's Jr.restaurant located in Tigard,OR. 9570 SW Barour Blvd. Project Name: Carl's Jr. Project#: 100880 g' Suite One Hundred M. Portland,OR 97219 Location: Tigard,Oregon MILLER (503)246-1250 Client: Leeka Architecture and Planning Consulting FAX:246-1395 Engineers BY EMH Ck'd: Date: 04/22/11 Page 1 of 30 sir r.....ram.1 k r) , — E 1 al caeca -,_ w 1 ,..,_ , it . , .,,, 4D 4D 1 7151 1 et 11.111 hi ":j. i -gig, .. li J I 111 L y__Il' tit t-i X y 1 3 a. I SLOPE:1'/2-.1'_o. SLOPE:1/2•.1'_0" t l 11J N 3 — _NgI I I .o-,./,1 I ,1 V 6® I vt. ,i , , . ii. oltk._ i n ® . .... H 3 J I ~ . _I, I 141..c.A 1'I I Vi. 11 4D 4D 01r71 911 r. o- Q. ! I A I1'— a 'ca o k I 11 I 1 1. 4D ''l la la k c- r I iII41 1 1 ,3. L !I111iIV ,r ...-- ar4i ,,a MM t af-ri rsMM Carl's Jr. 100880 a9570 S n Baun r Blvd project Name Project #Suite One Hundred Tigard,Oregon _ Portland, OR 97219-5412 Location Leeka Architec re and Planning MILLER Client CONSULTING (503)246-1250 EMH 3/22/11 Page 2 of 30 16 ENGINEERS Fax: 246-1395 By Ck'd Date - 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 Miller consulting Engineers, j V= 95 mph 3-second gust wind speed _` h'= 13.5 ft Eaves height B= 39.83 ft Building width -I- L= 69.83 ft Building length r �� a= 3.983 ft per ASCE 7-05 Fig.6-10(pg.53) ` h= 13.91 ft Mean root height , Roof Pitch= 0.50 :12 I �' 0= 2.4 9 Building is Enclosed Exposure is B Topographic Factor(ASCE 7-05§6.5.7.1,pg 26) 0.85 Wind Directional Factor(ASCE 7-05,Table 6-4,pg 80) 2-dimensional escarpments II=� 1.00 Importance Factor(ASCE7-05,Table 6-1,pg 77) H= 0 ft Height of hill K,= 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 fl?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. �'------ K„= 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh 13.76 psi 1 ASCE 7-05 Eq.6-15,(pg.27) --i Wind Force Normal to Ridge (+GCpi) (-GCpi) (+GCpi) (-Gcpi) (+GCpi) (-GCpi) Min.10 Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. psf Horiz. Pressure Pressure Pressure Pressure (sq.ft) Force Force Force e P sf +GC i P si -GCpi) (PSF) 1 (PSF) (PSF) (PSF) (LBS) (LBS) (LBS) Building Surface I GCpf GCpi I p S P)I P 1 0.40 0.18 03.03 - /.75$", 3.03 7.98 0.00 0.00 418 1264 3332 4176 2 -0.69 0.18 -11.97 -7.02 -0.49831 -0.29 -11.96 -7.01 1233 -614 -360 513 3 -0.37 0.18 7.57 -2.61 -0.31503 -0.11 -7.56 -2.61 1233 -388 -134 0 4 -0.29 0.18 6.47 1.51 -6.47 -1.51 0.00 0.00 418 -2700 -632 0 5 -0.45 0.18 - .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 0.61 0.18 .9 . 5.92 10.87 0.00 0.00 54 318 584 538 2E -1.07 0.18 -17.20-,- -12.25 -0.71597 -0.51 -17.18 -12.23 159 -114 -81 66 3E -0.53 0.18 9. 7 -4.82 -0.40667 -0.20 -9.76 -4.81 159 -65 -32 0 4E -0.43 0.18 -8.39 ^~-3744 -8.39 -3.44 0.00 0.00 54 -451 -185 0 sum= 4459 4459 5293 +GC i (-GC pi) (+Gcpi) Gc +GC i GC Min.10 Wind Force Parallel to Ridge ( P) ( P) ( P) ( P) ( P) (-GCpi)) Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. psf Horiz. Pressure Pressure Pressure Pressure (sq.ft) Force Force Force i I P sf -GC i (PSF) ` (PSF) I (PSF) (PSF) (LBS) (LBS) (LBS) Building Surface GCpf I GCpf P pst( GCp)J p ( P) ( 1 0.40 0.18 3.03 7.98 3.03 7.98 0.00 0.00 230 697 1838 2303 2 -0.69 0.18 -11.97 -7.02 N/A -0.29 -11.96 -7.01 N/A N/A N/A N/A 3 -0.37 0.18 -7.57 -2.61 N/A -0.11 -7.56 -2.61 N/A N/A N/A N/A 4 -0.29 0.18 47 1.51 -6.47 -1.51 0.00 0.00 230 -1489 -349 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 X3.711 0.00 0.00 N/A N/A N/A N/A N/A N/A 1E 0.61 0.18 5.92 ]yp(.-�' 5.92 10.87 0.00 0.00 55 326 599 551 2E -1.07 0.18 -17.20 -12.25 -0.72 -0.51 -17.18 -12.23 N/A N/A N/A N/A 3E -0.53 0.18 -9_72__,,,, -4.82 -0.41 -0.20 -9.76 -4.81 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 55 -462 -189 0 - - Sum=' 2974 2974 2854 Carl's Jr. 100880 ' 9570 SW Barbur Blvd Project Name Project # 0 Suite One Hundred Tigard, Oregon Mk Portland, OR 97219-5412 Location Leeka Architect re and Planning MILLER Client CONSULTING (503)246-1250 EMH 041 3/22/11 3 of 2,0 ENGINEERS Fax: 246-1395 By Ck'd Date Page i 2009 International Building Code Design Criteria S.= 95.80% Figure 1613.5(1)(0.2 sec response),2009 IBC pg 348-365 S,= 34.20% Figure 1613.5(2)(1.0 sec response),2009 IBC pg 348-365 Fa= 1.12 Table 1613.5.3(1)(linear interpolation is used),2009 IBC pg 341 Fv= 1.72 Table 1613.5.3(2)(linear interpolation is used),2009/BC pg 341 SMS=F.S,= 1.07 eqn.16-36,2009 IBC pg 340 SM,=F„S,= 0.59 eqn.16-37,2009 1BC pg 340 0.71 eqn.16-38,2009 IBC pg 342 So,=(2)SM1/(3) = 0.39 eqn. 16-39,2009 IBC pg 342 Site Class D Table 1613.5.2 2009 IBC pg 341 Occpancy Category It 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 161 3.5.6(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 S`= 3.00 ASCE 7-05 Table 122-1,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 = 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,= 0.110 ASCE 7-05,Eq 12.8-2,pg 129 Tr= 16 ASCE 7-05,Fig.22-15,page 228-233 C,= 0.516 need not exceed-ASCE 7-05 Eq.12.8-3&12.8-4,page 129 0.010 shall not be less than-ASCE 7-05 Eq. 12.8-5&12.8-6,page 129 C._ 0.110 (control) W,or=1 Ib Redundancy Factor p: 1.00 ASCE 7-05 Section 12.3.4,pg 125-126 V=CsW=0.110(W)= 0 lb ASCE 7-05,Eq.12.8-1,pg 129 V=1.0 SdsW/R=(1.0)(0.71)W/6.5=0.110W= 0 lb,ASCE 7-05 eqn. 12.14-11,pg 141(simplified base shear) Loading: (OE): 0 lb eqn.12.14-3,pg 126(horizontal earthquake load) Effect of Dead Load=0.2(Sos)(D)=I 0.143 I'D,eqn.12.14-4,pg 126(vertical earthquake load) . Suite SW Baun r Blvd Carl's Jr. 100880 Project Name Project # A Suite One Hundred Tigard, Oregon _ Portland, OR 97219-5412 Location MILLER Leeka Architec re and Planning Client CONSULTING (503)246-1250 EMH 3/22/11 Li of 36 ENGINEERS Fax: 246-1395 By Ck d Date Page WIND J jb1 X, 95114 ExP. . +SEE P4 3 ;2ia MPRs wimp Fzce5, PAQT vvrki o (MFRS) 12).5� 06-1,1„ /, S (vorvo wASZo) - /.o ( Evitkizo) of vs. 1 TowEi2 : w1Nownt 4g st4.c _ /3.-fiC(/, )(9) = /be p (logo -ro ?CCc jC6wa220 P9E5.5u4 = 13.1-61)5 (1,�(R) - ) 1/ P►. fr1 20- 2" 7owc-1c: /3,?G'psr(1 52(6•.1) = 138 F'1 GEEvvikm= /3.7G,s:)0 (/-9(6,.4'7) AT 179;cAL PRRAPFT : wyMO►vAfLO = 13.700,5 (5) _ /031,1xr ► wt�l�p = 13.71, (/,c (5) = `9 pir- 141NO LonpuG 1rA*T-,, r cTSok.) w,= (- -,ge Psi - I.51 QS )(/ ) = & p ( 7b s A-1 ) \ ( oo� tapARAG"r 1 Wz�Co.g 19c 3.4y Ps��� ) = idivEs IEh- LoAeS 9570 SW Barbur Blvd Carl's Jr. Project # 100880 Project Name Suite One Hundred Portland, OR 97219-5412 Tigard,Oregon Location MILLER Client Leeka Architecture and Planning CONSULTING (503)246-1250 EMH 3/22/11 Pa Page E of 3b ENGINEERS Fax: 246-1395 By Ck d Date 9 Q� jo abed L LIZZI£ alea P.)1a HY1i3 2u!uueld pue am a111131T 231°07 088001 # 4OafoJd 11023 10'pa!! --If Sil13 A8 Walla uoileDOl aweN TOelald 96£1-9tZ :xej 0521-94Z(E09) Zl4S-62L6 310 `PUellJOd paJpunH au0 allnS P�18 JngJe8 MS OL56 SU33NION3 ONIflf1SNOD a3-1Iw 4, a5S86 Ck4 ) = .ri•Z +,I5C'96 414 = N°11..-)a-dsQ 15 1sd� cr) =,�Z`Z +�4'9/ +xt'Ih =nari99z10 4-mws-l+ nr 9Q1 Drvysvgt o 55`dVV -7zV S 3 �oc'SZ = (z5)(1 f lt)VJE) = 51W/vi Y- -41 i )C5'// (tip{ 1Z11(b) 4c,ozz - ( S)(17) d9 -swim \ n Sl'1VM 1.11r03,-111z0/v (t)(°)(5 +=)-sag/ ••51n4/w'.1S3M = 5-rwm JlYZ (orris) sd + sc1g = 511VM JX3 : S11V/ JtA Cat??? (3'f,';'/)4^,6417x.“)/V45/ 3°Crei 5-355Vin/ -7-zwS*-X.35 n cos (+„x►•'°) Nso 1tf)T6 ISSP1* �* 3, 104 le IATERRI, WPM. I, �r1T IiZP� . i 1nt �1L i -r h 51" DyREG1•scn/ : W AIF IvAOS 41.f�F 9G�1 61,11)) —i. t-- •• /c.: y SSK , jr 30' 7' ` II 41,5' 1, to c= I2,115 K Rs ., 3.1714- ' 14 Igi secs : (see Pis H t Co f sessev- w k wk5 lIG L 6✓= D.�(o,I Io)(7.i.3s'`)/7q'_ 7s3,0» - /I kl/ 3�, 34 g1. O.9c �c if,s5� 't WIN'S R Kz = 3"3°!K <c /"45)4- Corift$ �3 �y I, R3 = /•2yk zz. 3,4!3-K N'c -14-Sc44TI 72Ec-i r J . YSSP�c 1�2P� 31uQ� � 14(r � Ry - a. 5s� 4601, cat ., Litor I fi. -2.1/I 17, 2 3 s " s / SEr.,54/17-c, Tizy1‘15 z (5- r/ K 9570 SW Barbur Blvd Project Name Carl's Jr. Project # ' 100880 A Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Client Leeka Architec re and Planning CONSULTING (503)246-1250 o ENGINEERS Fax: 246-1395 By EMH Ck'd Date 3/22/11 Page f 30 a Roof Level Wall Line Wind(W),lb Seismic(E),lb Wind Controls By 479% R1 I 4550 I 950 I Wind Uplift(U)= 12.25 psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Length(L).ft: 13.00 13.00 R1 Wall Height(H1),ft: 13.50 II Trib.1,ft: 4.50 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww).psf: 18.00 Wind,plf: 350 =4550 lb/13' MOT(Wind),ft-lb: 66083 =(4550 lb/13 *L"H1)+(12.25 psf•Trib.1122/2) Mr(Wind),ft-lb: 28837 =(Trib. 1'Rw,H11Ww)"L^2/2+RL"L HD(Wind),lb: 3752 =(Mot-0.6"Mr)/L Seismic,plf: 73 950 lb/13' MOT(Seismic),ft-lb: 12812 =(9501b/13'"L"H1) Mr(Seismic),ft-Ib: 28837 =(Tnb.l"Rw+H1"Ww)"L^2/2+RL"L HD(Seismic),Ib: -345 =(Mot-0.6"Mr)/L 15/32"APA Rated Sheathing Shear critical,plf: 350 Seg.1:'A'=8d At 6"o.c.edges,12"o.c.field HD critical,lb: 3752 •40%increase for wind?: Yes Sheathing Layers: Single Concrete Anch.? Yes Wall Type: A Holdown Types: Wall Capacity,plf: 364 Seg.1:'7'=HDU4-SDS2.5 and SSTB20 Anchor Bolt HO Type: 7 Holdown Capacity.Ib: 4565 Ii 3x Members req.: No Root Level Wall Line Wind(W),lb Seismic(E),lb Wind Controls By 367% I R2 I 12450 j 3390 I Wind Uplift(U)= 7 psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Length(L),ft: 6.00 4.50 10.50 R2 Wall Height(H1),ft: 11.00 11.00 Trib.1,ft: 2.67 2.67 Rtn.Load(RL),lb: 0 0 Trib.1 Weight(Rw),psf: 15.00 15.00 Wall Weight(Ww),psf: 8.00 8.00 Wind,plf: 1186 1186 =12450 lb/10.5' MOT(Wind),ft-lb: 78612 58896 =(12450 lb/10.5"L"H1)+(7 psf'Tnb.1'L^2/2) Mr(Wind),ft-Ib: 2305 1297 =(Trib.1"Rw+Hl"Ww)"L^212+RL*L HD(Wind),Ib: 12872 12915 =(Mot-0.6'Mr)/L Seismic,plf: 323 323 3390 lb/10.5' w/HNN p8. 395 (includes h/w ratio increases) MOT(Seismic),ft-lb: 21318 15989 =(3390lb/10.5"L•H1) Mr(Seismic),ft-Ib: 2305 1297 =(Trib.1"Rw+H1"Ww)"L^2/2+RL"L HD(Seismic),lb: 3323 3380 =(Mot-0.6"Mr)/L 15/32"APA Rated Sheathing Shear critical,plf: 1186 1186 Seg.1:'K'=8d At 3"o.c.edges,12"o.c.field,both sides HD critical,Ib: 12872 12915 Seg.2:'K'=8d At 3"o.c.edges,12"o.c.field,both sides •40%increase for wind?: Yes Yes Sheathing Layers: Double Double Concrete Anch.? Yes Yes Wall Type: K K Holdown Types: Wall Capacity,pit 1372 1372 Seg.1: '12'=HDU14-SDS2.5 and SB1x30 Anchor Bolt HD Type: 12 12 Seg.2:'12'=HDU14-SDS2.5 and SB1x30 Anchor Bolt Holdown Capacity,lb: 14925 14925 3x Members req.: Yes Yes Carl's Jr- 100880 i 9570 SW Barbur Blvd Project Name Project # Suite One Hundred Tigard,Oregon _ Portland, OR 97219-5412 Location MILLER Leeka Arch''ecture and Planning Client CONSULTING (503)246-1250 EMH 3/22/11 & of 'ZO ENGINEERS Fax: 246-1395 By Ck d Date Page Roof Level Wall Line Wind(W),lb Seismic(E),lb Wind Controls By 320% R3 I 3970 I 1240 1 Wind Uplift(U)= 12.25 psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Length(L),ft: 20.50 14.50 35.00 R3 Wall Height(H1),ft: 13.50 13.50 Trib.1,ft: 2.50 2.50 Rtn.Load(RL),lb: 0 0 Trib,1 Weight(Rw),psf: 15.00 15.00 Wall Weight(Ww),psf: 18.00 18.00 Wind,plf: 113 113 =3970 lb/35' MoT(Wind),ft-lb' 37708 25339 =(3970 lb/35'*L'H1)+(12.25 psf'Trib.11L^2/2) 1 Mr(Wind),ft-Ib: 58940 29488 =(Trib.1*Rw+H1'Ww)'L"2R+RL*L HD(Wind),Ib: 114 527 =(Mot-0.6'Mr)/L Seismic,plf: 35 35 1240/b/35' MoT(Seismic),ft-lb: 9686 6851 =(1240 lb/35'L`H1) Mr(Seismic),ft-Ib: 58940 29488 =(Trib.1'Rw+H1*Ww)*L^2/2+RL'L ill HD(Seismic),lb: -1253 -748 =(Mot-0.6-Mr)/L 15/32"APA Rated Sheathing Shear critical,plf: 113 113 Seg.1: 'A'=8d At 6"o.c.edges,12"o.c.field HD critical,Ib: 114 527 Seg.2:'A'=8d At 6"o.c.edges,12"o.c.field •40%increase for wind?: Yes Yes Sheathing Layers: Single Single Concrete Anch.? Yes Yes Wall Type: A A Holdown Types: Wall Capacity,plf: 364 364 Seg.1:'6'=HDU2-SDS2.5 and SSTB16 Anchor Bolt HD Type: 6 6 Seg.2:'6'=HDU2-SDS2.5 and SSTB16 Anchor Bolt Holdown Capacity,lb: 3075 3075 3x Members req.: No No Roof Level Wall Line Wind(W),lb Seismic(E),lb Wind Controls By 272% R4 I 6550 I 2410 Wind Uplift(U)= 8 psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L'. Length(L),ft: 32.00 32.00 R4 Wall Height(H1),ft: 13.50 Trib.1,ft: 20.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 18.00 Wind,plf: 205 =6550 lb/32' MoT(Wind),ft-lb: 170480 =(6550/b/32''L*H1)+(8 psf*Trib.1'L"2/2) Mr(Wind),ft-lb: 284416 =(Trib.1'Rw+H11Ww)*L^2/2+RL*L HD(Wind),Ib: -5 =(Mot-0.6'Mr)/L Seismic,plf: 75 2410/b/32' MoT(Seismic),ft-lb: 32400 =(2410 lb/32'*L`H1) Mr(Seismic),ft-Ib: 284416 =(Trib.11Rw+HI'Ww)'L^212+RL-L HD(Seismic),Ib: -4320 =(Mot-0 6`Mr)/L 15/32"APA Rated Sheathing Shear critical,plf: 205 Seg.1:'A'=8d At 6"o.c.edges,12"o.c.field HD critical,Ib: 0 •40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: A Holdown Types: Wall Capacity,plf: 260 Seg.1:'0'no holdown required HD Type: 0 Holdown Capacity,lb: 0 3x Members req.: No ' Carl's Jr. 100880 9570 SW Barbur Blvd Project Name Project # 0 Suite One Hundred IS Portland, Oregon Portland, OR 97219-5412 Location MILLER Leeka Architecture and Planning Client CONSULTING (503)246-1250 EMH Ck'd (t1J 3/22/11 1 of so B ENGINEERS Fax: 246-1395 By Date Page Roof Level Wall Line Wind(W),lb Seismic(E),lb Wind Controls By 256% R5 I 6160 I 2410 Wind Uplift(U)= 8 psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Length(L),ft 37.00 37.00 1 R5 Wall Height(H1),ft: 13.50 Trib.1,ft: 20.00 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),pat. 15.00 Wall Weight(Ww),pat 18.00 Wind,pit 166 =61601b/37' Mor(Wind),ft-lb: 192437 =(61601b/37"L*H1)+(8 psf*Trib.i'L^2/2) Mr(Wind),ft-lb: 379084 =(Trib.1'Rw+H1'Ww)'L^2/2+RL'L HD(Wind),lb: -946 =(Mot-0.6'Mr)/L it Seismic,plf: 65 24101b/37' Mor(Seismic),ft-lb: 32468 =(24101b/37"L-H1) Mr(Seismic),ft-lb: 379084 =(Trib.i'Rw+H1'Ww)*L^22+RL'L HD(Seismic).lb. -5270 =(Mot-0.6-Mr)/L 15/32"APA Rated Sheathing Shear critical,plf: 166 Seg.1:'A'=Bd At 6"o.c.edges,12"o.c.field HD critical,lb: 0 •40%increase for wind?: Yes Sheathing Layers: Single Concrete Anch.? Yes Wall Type: A Holdown Types: Wall Capacity,plf: 364 Seg.1:'0'no holdown required HD Type: 0 Holdown Capacity,lb: 0 3x Members req.: No ' 9570 SW Barbur Blvd Carl's Jr. Project Name Project # 100880 A Suite One Hundred Portland, OR 97219-5412 Location Tigard,Oregon MILLER Client Leeka Architecture and Planning CONSULTING (503)246-1250 EMH Ck d Date 3122111 Page Ip of 2 ENGINEERS Fax: 246-1395 By F . • 'Y a o7ft / \' V2= ,9y2� Ir � = „,„ / nl9r. .' _ 6 rmimb hit,/Al& "OC. : %t4:::--: /80-pr- 0 i- -� — V,=GSS/ 16- GSS/ ::--. /A/ c /8o t‘ ' , \f,.. IV C Og—P -C V USE PAW Ir,/s APR TkAtel) SAFATltru& 02\57.-h• 5T GT.Ianl . __ W/ed A'r G'' E ues P0 12"o,c_. # F eL D,TYQ- T=(7,lox 651o"�At /302 GNatO Slick.: giA/Prtt_ : Z=/G011)= 22G_ (.ylc /3o 4 = y 89 . U5& (5)MSr✓ afrleo Ixe AT Q E - T= 1307-4- (co►.15EeVATRiO 1l I j - A — I USE Cs I C0 Sn2INP AT nISCoNTTn/ t Dial... roc t NT rolvriz CHoft-me siR-kP 9570 SW Barbur Blvd Carl's Jr. Project # 100880 d ft Project Name Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Client Leeka Archite re and Planning CONSULTING (503)246-1250 EMH 3/22/11 Page j 1 of SD ENGINEERS Fax: 246-1395 By Ck d Date FWD, Al I JT L R sil AeWAI-L y S6Ag DA/ GRat>E: w/41e AT /B"ot. E.w. W=Sops' ,t- o Y laeiz 1,v.-- eo) = S000� I r Biz l i5 F_ sop0(.5,‘10)_ i5d T 1 T W —o / $,s' t y5 y� G1 `I f 128 IV.5)-1283-1-(/o)+ t1-�91 (c,1)-0.6(5ooP1)C.�� 10 I \ f - 0.6, W' !_) - D.(, y5oo,2o' / -- _ �_ z it/fizkv = 37 2:1: - / /6�ti 150 -- 900 pk8 /6'"Y- Fla W+= /y Y " tAv ,- 31,(04 K•c--"sc . (Sck- P C> 1• Fog- CoM�- FA,D. PESSC.) Use ?J/"fix IC" bP. rrG• w'(S)‘1.H BARS AT Top or 801"." AT x-tri. kl±W kt. TYP. fT, FND, W= lD/a, 4- ►BI's (3 s) = 459 f' /6CoNY. FTG ; 1,14,„0- /, Sy 25ot = 3-1-5c ON- '7 )1-Coo 1.1�- C 25ov�srs A�k . rc /2: o. Co P . 1�+� C� *11 tar s PE2 c,Eorf`u� m5e m wipE / Re9097 gARS AT 507-, a9Suit570 e Sw One 13 Hundred arbur Blvd Carl's Jr. Project # 100880 _ Project Name Location Portland, OR 97219-5412 Tigard,Oregon MILLER Client Leeka Architect re and Planning CONSULTING (503)246-1250 EMH � 3/22/11 Pa Page 12 of 36 ENGINEERS Fax 246-1395 By Ck'd Date 9 F-Nc. AT TnrT, S}IE -WP A- Bending 4 = 0.9 M = 39.64 ft-kip (c rorzEO L8it113 Factor= 1.00 Factored Moment(Mu) = 39.64 ft-kip fy= 60 ksi fc= 3 ksi Try(5)#4 bars As= 1 in2 b= 24 in h = 16 in d= 12.75 in 13 = 0.85 a= 0.980 in Mallowable= Mn 4 = 55.2 ft-kip> 39.6 ft-kip OK Allowable unfactored moment= 55.17 ft-kip p= 0.0033 < 0.0033-Provide 1/3 greater moment capacity than required 55.2> 52.9 (1/3 Greater= 52.86) OK Temperature steel ratio= 0.0018 times cross sectional area Temperature steel = 0.0026042 >0.0018 OK la 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # Suite One Hundred Tigard,Oregon _ Portland, OR 97219-5412 Location MILLER Leeka Archit ture and Planning Client CONSULTING (503)246-1250 EMH 3/22/11 of ENGINEERS Fax: 246-1395 By Ck'd Date Page '� �� fAvAwrs -c wIA,o P= i, (64p _Gc.PL) IT- I3,?c„ P55 (a-;o) ($EE PG 3 F-oc_ cx.cs) er.Q..4,\:ve,wrrvo o), ,70AJE .,Y3 '� WALL �� y - ,9,9 -0.93 y 4- s o,9 e7.81-1 ¢TS•fL V - W[NO kgeN c (,C zones 2,15 t 214•W" 2, -1.8 -I. 53 3 -2.8 - 2,15 2.k 3 a•. . 0-2c. (-rip.PARR-} (TOWfcQ Per/ PAttP 'f> s5L – — o.18 YPrc.AL s: �. �0° , e, [(0.4)+0.tb)}(,,a- o.161 (►3.1to) a �� = 37-.2 csxr (-ry Ptu),tr PaP-NPET)) = 51,L. ps'c ` co2n,ES `'— (Tows-2) if, _ [(0-614-0-18) (2.8-.Ig)1 (13,76>) 50,q Psi ( -Nrsoci-? PPC") ' _ 111,1 4 �s ,-6/Ns e (7r) GPs $ TON.Tt fig* % t'sysi +i'• 115. 1(04i--.15 )r(O'Clq-'1b)j(i- -7(P) 0 v,,„ QS q"rYQ PNQ-PR e.9 j - 2 ?sk frow62-) c.vmut ? €ES ; '%,-=[0.q-i o,m) 4-(t.26,:I9) ( 13.. 0) = 21,-3- s• (TYP. PPP-R 1 = 27•2 ,p4 ( -1t7w g-) Glvg, 5,_ Carl's Jr. 100880 9570 SW Barbur Blvd Project Name Project # at a Suite One Hundred Tigard,Oregon gm Portland, OR 97219-5412 Location / MILLER Leeka Archite ture and Planning Client CONSULTING (503)246-1250 3122111 11-1 of 30 ENGINEERS Fax: 246-1395 By EMH Ck'd Date Page -TYF PARAPC1 woF�7 CP45E win ) A 0-o PO 21- A r eve F_—_— -.-9 - (cog/49...- u ' o if I ..4 .13. l' 2 s / 1 6 (— 7� —• (}4A-a•: So.9(8,s)(8.S') - R„g(2.s') = 0 IMI A EtlIk'•1111�_ AAA -(s-01-8,¶) = 3a53f Fg , gm c -is(o}(2.s)/ (9�` ; i EKG TRussES AT PKAS T To Fe tEsrOvzO Fog CD S9 = 2 se P1 740=k-- wsNn c�Aa Al To? AM) 8n'f, LNoRDS, MIL. �� 7415 . AOSAGen7 Tb wALL 'To BC ‘ ESi(_,/t 'D Ft72. 2440 1V AAO. rTO JAL WMJ 1-oftD ZNfEPmatzper -x G Craps BTwn1, '1Riis$ pRRRPer VC-RTS �-,50.9 ps =�z)(61/1 _ /222 k.►6 --""-6s) = ,q q pt_ I (,,s_� i, V- 5 0,9( ) (a) = 4 0-0°- v_ / 5('i ) = 71/ r ' 1 A D ' 0 1761., Ehrr= A 5 CLIP' t41 IA = ce/S £45€ 2x Co nF/L 4IL i Yeg:r..5 Y 1 eerwCeJ kss Q P, -r VERTS w/ A35 AT 7v( WE, at 9570 SW Barbur Blvd Carl's Jr. Project Name Project # 100880 Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Client Leeka Architec re and Planning CONSULTING (503)246-1250 3/22/11 15 of 30 ENGINEERS Fax: 246-1395 By EMH Ck'd Date Page Tade12 su`1G/A0A,Lys . PG lyy Mwtako� y// r 3-3 if ' " rill Bilif5C 1111 111 4— tar 4►r sol,cnwfs ( sr cps0 hill v, iiIgs (3'7.,-5 )(y.s /811° y7"' 1 r �vr= /01-1(C.75)= /01-3-1q112 i I ?q r1 r, /0155 (q)(8. 1) t 8.C' 4 ass/ ,,v, q APP SH EATHtpv G A 7 TovvEg WAlk .54352 COL. A•o Rooc /$4 AT G"v•c._ A7 M,ES ANO I'-"o.c. FEELb. Use cslo S-rRRp kr r=i i s N.P. = PITI - 0,Cp(S052) Ko 0FwAu.s To -r415. 6Ecow w/M=,v.(la') 1od EA. ENO. Gs/C 5/zkt' - 7h= /70 c -> 81-0 'K-wa l4.a /81)/8,s= 21q rr- - . '. 841 €(,'a c. pmt-i. 64s AoEAuf-re T-wa.sikps.: (u, Tun � 0, / Y P " A; ylPs (1�) VI--- /5,7s = 3gs 3; _A rx% 6 '54llP1 (9`)-365'x- /o7- �tgss� _"II yeup, v,,,„. sls4- -7 ►0?4- 0 5'q p5c 7,4p sTiios A'r /` -. ,.c.. AT I-13 Ol t P ' Vi h_ 5513. > 3t;5 fe. I Spi.470 ArVO EAST Totnr'ERS. W/}is CI.ZP S To Rock AND 11\31// T9 ISM a 9570 SW Barbur Blvd Carl'S 7r. 100880 Project Name Project #Suite One Hundred Milk Portland, OR 97219-5412 Tigard,Oregon Location MILLER Client Leeka Architecture and Planning CONSULTING (503)246-1250 EMH 3/22/11 IGo of 30 ENGINEERS Fax: 246-1395 By Ck'd Date Page Lc■nka. TotN=Q STups = '"L-r- 5'[�S TOWER Ron F 1�= sYuA R.,0= 11.77 - ( P� t�', ' ir 1 0-+ I(-____ , I, 1 , Aso Al...?" "Lowc-Q- 1. 3 4 / 4 V `.n ' !,..... -roS.c,�ns Al,,'n e ItaoF z7cA,�ocoM A ®�rie— Lnedri/07 fr)— Ili(1k)CY'A,)//' = /04- ME / \ >?,tn g = S14/711C"(Li)- ion /o An II \\/ I PI STRVT Wi 61) 1Pd NAIL : Vpw- ,y,46,6) Cy) _ To'2-*- Cilesrvp= /o�(3')-t.(NI(16/,,),3/2) = 5c04 •fl ;1= aa6-2)/7.S(c3 = 1°Q Ps; 7-1,= q«>(1,3)() (o)(115) = 2152- psi USE Axc, sru DS Ar /t, 'ex AT TolAree_ wr A S 'c g Z. Rom WI, -1-9-Y /x‘o tbgIt_t2z e ti"o.c_ c V, I,1,� )Sps7T-(2.) = 30c.\ -- A ....---3 (nr., v.A = 3coPs (z')_ 1Z0 k wZ, 6 7S ' ('-)= so(:,\� M= 410 'lb �5= Llbfr )/I.31 - `' fS` V= 2Pl'{')' .,,- 2eH(1.5)/r.5-8 ,s. ` Si P5`' �� 1:-LOG : w� f61177-1= /117- ?\. -- - '6/16) I col AT rP, STi D .. V= f 1I1-( I! 2J /1_, = 9S°-//v/III. L {H I 1 t(SE 'x l o bF/L y 5oy5't 5 AT TLwER Roo wf 2xt. Let)& kr w,4 w((z-) i('d Al O■ 57uD TYPE __..,_. S 9570 SW Barbur Blvd Cars 1r. 100880 Project Name Project # Suite One Hundred Tigard,Oregon gm Portland, OR 97219-5412 Location MILLER Leeka Archi cture and Planning Client CONSULTING (503)246-1250 3/22/11 1 of 3o ENGINEERS Fax: 246-1395 By EMH Ck'd Date Page /4EalAnt Wilts IrrPairoarr Wog"( WE, hArST: VA- 1y85 *tae 7b PIZE5ENC-E GWSTS /V D Nor BE 1)6St6NED WlwO LoAktTA/G. 5f 5MZ c ,oat = (-5e PG r r v12 5EZ zG cAte-v I,kTick3S AND A7/NC44 T, 9570 SW Barbur Blvd Carl's Jr. Project # 100880 Project Name Suite One Hundred MI Portland, OR 97219-5412 Tigard,Oregon Location MILLER Client Leeka Archit cture and Planning CONSULTING (503)246-1250 EMH 3/22/11 Pa e )Q of 3° ENGINEERS Fax: 246-1395 By Ck d Date 9 UNIT DIMENSIONS: Unit Height,H= 50.8 in Unit Short Dim.,W,= 59.0 in Unit Long Dim.,WL= 89.0 in Ws,. Curb Short Dim.,W,,= 59.0 in Curb Long Dim.,Wa= 89.0 in SHORT Curb Height,C= 14.0 in DIRECT Unit C.G.,CG= 25.4 in MISC.INFORMATION: _ / / Unit W �ONG T= 1485 Ib DIRECTION Curb WT= 297 lb %//////////. Wc Roof Height= 25 5 ft 1.f "Wcs" SEISMIC: IBC LOADING USING ALLOWABLE STRESS DESIGN Miller Consulting Engineers,Inc.©Copyright 2010 Elements of Structures,Nonstructural Components,and Equipment Supported by Structures Site Class D ASCE 7,Sec.20.3,Table 20.3-1,pg.205 Life Safety Equipment'? No Seismic Design Category D ASCE 7,Sec. 11.6,pg 116 Occupancy Use Category II IBC 2009 Sec 1604.5,pg 307 S,= 95.80% ASCE 7,Figure 22-1 through Figure 22-14(0.2 sec response),pages210-227 Fa= 1.12 Table 11.4-1,ASCE 7.pg 115(Linear interpolation is used) SM5= 1.07 eqn. 11.4-1,ASCE 7,pg 115 Sips= 0.71 eqn. 11.4-1,ASCE 7,pg 115 IP 1.00 ASCE 7-05 Sec 13.1.3,pg 143 ap= 2.5 ASCE 7-05 Table 13.6-1,pg 149 Rp 6.0 ASCE 7-05 Table 13.6-1,pg 149 hx(ft)= 15 Component attachment elevation w/respect to grade Structure roof elevation with respect to grade FP 0.26 *Wp ASCE 7-05 Eq. 13.3-1,pg 144 OR 1.14 *Wp ASCE 7-05 Eq. 13.3-2,pg 144 Not less than 0.21 *Wp ASCE 7-05 Eq. 13.3-3,pg 144 I FP 0.262 •Wp 0.2SipsWP= 0.143 *Wp 1(ASCE7-O5Sec. 13.3,pg 145) Equipment Overturning(Seismic)* 0.7F (lb) 0.7(0.2SipsWp) Center of Width,W, 0.7Ma (ft 0.6 Mr HOIdOWn LOCATION a (Ib) mass(ft) (ft) Ib) (ft-Ib) Force(Ib) Unit-to-Curb F72 148 2.11 4.92 939 2190 0 Curb to-Roof 178 2.83 4.92 1361 2628 0'(Basic load comb.0.60+0.7E IBC2006 eqn.16-15,pg 282 ASCE 7-05 sec.2.4.1(8),pg 5) W:--32c w/ N() Yy'sfls : V4,, i/2o4(l,O N = Id j ATTAcA Meu1. u fl FPG7o9Y GNR 6S -To IE'oor lZrniv& w/ Ai.(&i)SOS 25-y/2 sSq_€ws,-ryP Carl's Jr. 100880 Ol9570 SW Barbur Blvd Project Name Project # Suite One Hundred Tigard,Oregon Mk Portland, OR 97219-5412 Location MILLER Leeka Archite ture and Planning Client CONSULTING (503)246-1250 EMH m 3/22/11 ii of 3p ENGINEERS Fax: 246-1395 Ck'd Date By Page f}fPt .s kr TYP. 1?)e`PtG WALL : w 1.4./1--- S+2S P s'9(32) =WA P\ W ----1 pr.-0L------- -ry P•-rizuss w = 2Z -/ =Sop F.'- T Roof Ti-� Kn= P21- Kxn— 2`7z 1.4,4H= /BPA'(c ) _ /08 1'1'7 ‘_ /0/ ' *SEE 1 FR- TYP 1)14 . (to7A-x co'-o" ,911495A-1") sE€ PG 1C role_ cg /NT Tw . ( --4 ).(4).16.) STUD A-' os-r pE Gi4 iyP, sr440: ins//' 3 SEE PG. 23 wick cxus. P=log'. f.1 C;`1.)= 13ss 4+4 JO kcad r-11-/L ps,- (s6E PGs 21-n F CkL wz,"p d.oad.5 1 (WORST CASE SoNE 5> J / 2x G D qL.42- Sroos AT /G"v.e. Ate6-AAATE AT EXTERic BEAZ:VG WALL STinps WDaOav✓ Mena. Po5TS \\=9 ' w xn 2 6v016 t P= µ4l= R = 3oN� ( ) _ W,= 14.-lGps (!�z)= 2op1� CZ� G- W Gs6 illsn% 4x6 DF/L'kz T v,./ 5=r,Ps0A/ W/.. 14•�G psi(S') = 74 T.\c GA.4 i-- ' Pc VI/ poeir cA,P. -YPFc4._006 2-Posrs GeGic N6 wm)TA S z P- /oupr∎ .) = f5yp" WIND = /Y, 1-p0(S/Z) = 3*+r\- � 11r WcRSt SASE OQb/Tav0 ►4o'r A 5 4.7 = 9' : P= io/G P►�C z) = ys72 ( zM-. �xe ly l p_cA.l-c s) . w-Nf= y.rT 'PST(1k) = ac'Sr Ts ON P�f GcP•I•�S\ a 9570 Suite SW One Barbur Hundred Blvd Carl's Jr. Project # 100880 Project Name Mk Portland, OR 97219-5412 Location Tigard,Oregon MILLER Client Leeka Architectu e and Planning CONSULTING (503)246-1250 EMH Ck'd Date 3/22/11 Page 20 of 3d ENGINEERS Fax: 246-1395 By "ASCE705W.xls" Program Version 1.2 WIND LOADING ANALYSIS -Wall Components and Cladding Per ASCE 7-05 Code for Buildings of Any Height Using Method 2:Analytical Procedure (Section 6.5) Job Name: Subject: Job Number: Originator: I Checker: Input Data: " Wind Speed, V= 95 mph (Wind Map, Figure 6-1) Bldg. Classification = II (Table 1-1 Occupancy Category) B Exposure Category = B (Sect. 6.5.6) Ridge Height, hr= 13.50 ft. (hr>= he) Eave Height, he = 13.50 ft. (he<=hr) Building Width = 40.00 ft. (Normal to Building Ridge) L Building Length = 70.00 ft. (Parallel to Building Ridge) Roof Type = Monoslope (Gable or Monoslope) Plan Topo. Factor, Kzt= 1.00 (Sect. 6.5.7& Figure 6-4) Direct. Factor, Kd = 0.85 _ (Table 6-4) Enclosed? (YIN) Y,,^ (Sect.6.2& Figure 6-5) Hurricane Region? N 0 a hr Component Name= Wall (Girt, Siding, Wall, or Fastener) Effective Area,Ae = 40.33 ft."2 (Area Tributary to C&C) he Resulting Parameters and Coefficients: L Elevation Roof Angle, 0 = 0.00 deg. Mean Roof Ht., h = 13.50 ft. (h =he,for roof angle<=10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. = 0.80 (Fig. 6-11A, GCp is reduced by 10%for roof angle <=10 deg. ) GCp Zone 5 Pos. = 0.80 (Fig. 6-11A, GCp is reduced by 10%for roof angle<=10 deg. ) GCp Zone 4 Neg. = -0.89 (Fig. 6-11A, GCp is reduced by 10%for roof angle <=10 deg. ) GCp Zone 5 Neg. = -1.07 (Fig. 6-11A, GCp is reduced by 10%for roof angle <=10 deg.) Positive& Negative Internal Pressure Coefficients, GCpi (Figure 6-5): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. _ -0.18 (negative internal pressure) If z<= 15 then: Kz=2.01*(15/zg)"(2/a) , If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 6-3, Case 1 a) a= 7.00 (Table 6-2) (Note: z not<30'for Exp. B, Case 1) zg = 1200 (Table 6-2) Kh = 0.70__ (Kh = Kz evaluated at z= h) I = 1.00 (Table 6-1)(Importance factor) Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq. 6-15) qh =I 13.76 Ipsf qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) Design Net External Wind Pressures(Sect.6.5.12.4): For h <=60 ft.: p =qh*((GCp)-(+/-GCpi)) (psf) For h > 60 ft.: p =q*(GCp)-qi*(+/-GCpi) (psf) where: q =qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls(conservatively assumed per Sect. 6.5.12.4.2) 1 4 9570 sw Barbur Blvd Carl's Jr. 100880 Project Name Project # A Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Leeka Architect};ire and Planning Client CONSULTING (503)246-1250 3o ENGINEERS Fax: 246-1395 By EMH Ck'd �ti'. Date 3/22/11 Page 21 of "ASCE705W.xls" Program Version 1.2 Wind Load Tabulation for Wall Components&Cladding Component z Kh qh p = Net Design Pressures (psf) (ft) _ (psf) Zone 4(+) Zone 4 (-) Zone 5 (+) Zone 5 (-) Wall 0 0.70 13.76 13.53 -14.77 13.53 -17.16 For z= hr: 13.50 0.70 13.76 13.53 -14.77 13.53 -17.16_ For z= he: 13.50 0.70_ 13.76 13.53 -14.77 13.53 -17.16 For z= h: 13.50 0.70 13.76 13.53 -14.77 _ 13.53 -17.16 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2.Width of Zone 5(end zones),'a'= I 4.00 Ift. 3. Per Code Section 6.1.4.2,the minimum wind load for C&C shall not be less than 10 psf. 4. References : a.ASCE 7-02,"Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004). 1 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # A Suite One Hundred Tigard,Oregon la Portland, OR 97219-5412 Location MILLER Leeka Architecture and Planning Client CONSULTING (503)246-1250 EMH 3/22/11 Page 22 of 30 ENGINEERS Fax: 246-1395 By Ck'd Date 9 2005 National Design Specification for Wood Construction Reduction Bending Axial.Fc E Emin Fce,= 29798 psi Post Copyright©2008 Miller Consulting Engineers,Inc. Co 1.60 1.60 Fce2= 828 psi Mark 1Typ.Ext.Bearing Wall Stud I Material: DIMENSIONAL LUMBER Rb, 5.5 1~1 Grade: DF/L No.2 or Better C, 1.15 Rby 3.5 ,� de, size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 23036 psi y21-- z d A d,= 1.50 in CF 1.30 1.10 Fbey 57790 psi , d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 L;' A= 8.25 412 C, 1.00 1.00 1.00 1.00 KT 0.59 l e� S,= 7.56 in3 CT 1.00 Fb," 2153 psi rz Sy= 2.06 in3 Cy 1.00 Fby' 2153 psi Height= 11 ft lu,= 0.5 ft Fbe/Fb; 11 P1= 1355 lb 1u2= 11 ft Le,= 1.03 ft CL, 0.99 , P2= 0 lb M,„= 0 ft-lbs Lee= 20.24 ft CIy 1.00 Fbe,/Fby' 27 ext= 0 in M,,.= 0 ft-lbs Eby= 900 psi Cp 0.32 Fc' 2376 psi ey1= 0 in M,,= 348 ft-lbs Fb r= 900 psi Cfu 1.15 Eby' 2153 psi ex2= 0 in My,,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 2476 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 757 psi w,= 23 Ibs/ft Kee= 1 Ex,,,;,,= 580 ksi C,p 1 1.00 1 1.00 I I Ex' 1600 psi wy= 0 lbs/ft le,= 0.50 ft Ey,,,„= 580 ksi C,. =Single Pile Factor(piles only) Ey' 1600 psi lee= 11.00 ft Fc= 1350 psi C, 1 I 1.00 I 1.00 Ex„;, 580000 psi le,/d,= 4.00 c= 0.8 C,=Untreated Factor(piles only) Ey„,, 580000 psi le2/d2= 24.00 I,= 20.80 in4 Material DIMENSIONAL LUMBER i V I = 1.55 in" Grade DFIL No.2 or Better V r Fbx'=(Fbx')(CL)(Cfu)=2,153 psi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V Fby'=(Fby')(CL)(Cfu)=2,476 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=757 psi Temperature Factor,C, T4=tow E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CNT LESS THAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED I v fbx=552 psi<Fbx'=2,153 psi Bending Capacity=25.7% Repetitive Factor Cr MEMBER IS REVETmve I= fby=0 psi<Eby'=2,476 psi Built up Member No fc=164 psi<Fc'=757 psi Axial Capacity=21.7 Member 2 x 6 I4' Combined Axial Compression and Bending Combined Capacity=30.5% 2 x 6,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 DF/L No.2 or Better I I I I I I I I 1 I at 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # Suite One Hundred Tigard,Oregon _ Portland, OR 97219-5412 Location MILLER Client //Leeka Archite7Ire and Planning CONSULTING (503)246-1250 EMH e/ 3/22/11 �/ of 3C, ENGINEERS Fax: 246-1395 By Ck d Date Page 7 2005 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 4 Beam Copyright©2004 Miller Consulting Engineers,Inc. CD 1.15 1.15 KbE 0.44 Mark ITyp.Header Material:DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 36170 Grade:DFIL No.1,5 x 5 Beams&Stringers CF 1.00 Fb' 1553 psi Span 6 ft Lu= 2.50 ft size=6 x 10 C,, 1.00 1.00 1.00 1.00 Fb' 1549 psi x1= 0 ft w1= 1016 lbs/ft b= 5.500 in C; 1.00 1.00 1.00 1.00 Fv' 196 psi x2= 6 ft w2= 1016 lbs/ft d= 9.50 in C, 1.00 Fc' 625 psi Xa= 0 ft Pa= 0 lbs A= 52.25 in2 Cv 1.00 E' 1600000 psi Xb= 0 ft Pb= 0 lbs S= 82.73 in3 C1 1.00 Fbe/Fb' 23.30 Xc= 0 ft Pc= 0 lbs I= 393.0 in Cfu 1.00 R1= 3048 lbs V= 2280 lbs El= 628742 kip-in2 R2= 3048 lbs M= 4572 ft-lbs Le= 5.15 ft Material DIMENSIONAL LUMBER V Alum Alum- =U 240 A= 0.05 inch Fb= 1350 Psi Grade DFIL No.1,s x 5 Sews•Sergcs V Fv= 170 psi Load Duration,C0 rveD Marts 1.15 SNOW LOAD V Fb'=(Fb)(Cd)(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu)=1,549.0 psi E= 1600 ksi Temperature Factor,C1 Dar r A-100sF V Fv'=(Fv)(Cd)(Ct)(Cm)(Ci)=196 psi Fc= 625 psi Wet Service Factor,CM MOISfl*E CON?LESS ThAN 19% V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor,CI MEMBER IS NOT INCISED V Fc'=(Fc)(Ct)(Cm)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fb=663 psi<Fb'=1,549 psi Bending Capacity=42.8% w M=4,572 ft-lbs<Mmax=10,679 ft-lbs Member 5 x 10 V fv=65 psi<Fv'=196 psi Shear Capacity=33.5% V=2,280 lbs<Vmax=6,810 lbs 6 x 10,DIMENSIONAL LUMBER Max Deft=0.048 inches=L/ 1,487 Defl.Capacity=16.1% DF/L No.1,5 x 5 Beams 8 Stringers 5,000 0.000 432,000000 0O _ • -0.010• � , 00 . :-0.020 , g 5 1000 U , r -�. ® o-0.030 _ _ c° -1,000 ' -0.040 -2,000 _ -0.050 -3,000 -4,000 -0.060 a o _ 0 CM o n o .---; v, m m cryl u, r ; a as u N v� r- o c o o = - N N Z ,'d n �Shear � c c "i H `�' `�•' n r .r v r o �o Distance(it),•, Moment Distance(ft) is 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Leeka Architecture and Planning Client CONSULTING (503)246-1250 EMH 3/22/11 -211 of 30 ENGINEERS Fax: 246-1395 By Ck'd Date Page 2005 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 5 Beam Copyright©2004 Miller Consulting Engineers,Inc. Co 1.15 1.15 KbE 0.44 Mark 'Header at Tower I Material:DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 29880 Grade:OFIL No.1.5 x 5 Beams 8 Stringers CF 1.00 _ Fb' 1553 psi Span 7 ft Lu= 2.50 ft size=6 x 12 C,,, 1.00 1.00 1.00 1.00 Fb' 1548 psi xl= 0 ft w1= 1016 lbs/ft b= 5.500 in C; 1.00 1.00 1.00 1.00 Fv' 196 psi x2= 7 It w2= 1016 lbs/ft d= 11.50 in C, 1.00 Fc' 625 psi Xa= 0 ft Pa= 0 lbs A= 63.25 in2 Cv 1.00 E' 1600000 psi Xb= 0 ft Pb= 0 lbs S= 121.23 in3 CL 1.00 Fbe/Fb' 19.25 Xc= 0 ft Pc= 0 lbs 1= 697.1 in4 Cfu _ 1.00 R1= 3556 lbs V= 2601 lbs El= 1115308 kip-in2 R2= 3556 lbs M= 6223 ft-lbs Le= 5.15 ft Material DIMENSIONAL(UMBER V - w mit ii -L/ 240 A= 0.05 inch Fb= 1350 psi Grade DM No.1,5 x S Bean a Seegers V � Fv= 170 psi Load Duration,CD Two MON rs 1.15 saoH Loan Fb'=(Fb)(Cd)(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu)=1,548.3 psi E= 1600 ksi Temperature Factor,C1 DRY T<-IOW V Fv'=(Fv)(Cd)(Ct)(Cm)(Ci)=196 psi Fc= 625 psi Wet Service Factor,CM Moi ru E cow ass THAN 19% V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi R1 Req'd Bearing Width 1.03 in. Incising Factor,Cl MEMBER IS NOT INCISED V Fc'=(Fc)(Ct)(Cm)(Ci)=625 psi R2 Req'd Bearing Width 1.03 in. Repetitive Factor Cr MEMBER Is NOT REPETITIVE V fb=616 psi<Fb'=1,548 psi Bending Capacity=39.8% vf M=6,223 ft-lbs<Mmax=15,641 ft-lbs Member 6 x12 V fv=62 psi<Fv'=196 psi Shear Capacity=31.6% V=2,601 lbs<Vmax=8,244 lbs 6 x 12,DIMENSIONAL LUMBER Max Defl=0,051 inches=L/ 1,653 Defl.Capacity=14.5% DF/L No.1,5 x 5 Beams&Stringers 8,000 0.000 6,000 -0.010 4,000 -0.020 L 2,000 t _,_ , -0.030 >, m 3 -0.040 -2,000 o.oso -4,000 -6,000 mNhd m -0.060 oeo _ _ _ _ N . . . . n . memm CI .- m .- N N ,ui t` C G � � � � N CI fV N O f N h O O b o N Distance-Moment Distance(ft) (R)N at 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Leeka Architecture and Planning Client CONSULTING (503)246-1250 EMH 3/22/11 2S of go ENGINEERS Fax: 246-1395 By Ck'd Date Page I 2005 National Design Specification for Wood Construction Reduction Bending Axial.Fc E Emin Fce,= 501 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 1236 psi Mark Window Header Post Material: DIMENSIONAL LUMBER Rb, 9.4 t%_i Grade: DF/L No.2 or Better C, 1.00 Rbr 4.8 Y d size=4 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 7801 psi d �� xe^' d,= 3.50 in CF 1.30 1.10 Fbe, 30271 psi e,4 a d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 , dx A= 19.25 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 --/ 5,= 17.65 in3 CT 1.00 Ft),,* 1872 psi rz Height= 9 ft lu,= 9 ft S,= 11.23 in3 Cy 1.00 Fby 1872 psi P1= 6096 lb Iu2= 9 ft Le,= 16.56 ft C„ 0.98 Fbe,/Fb,` 4 P2= 0 lb M,,,= 0 ft-lbs Lee= 16.56 ft Co, 1.00 Fbe,/Fb, 16 ex1= 0 in Myr= 0 ft-lbs Fb,= 900 psi CP 0.20 Fc` 2376 psi ey1= 0 in M,,,,= 380 ft-lbs Fb,= 900 psi Cfu 1.05 Fb, 1872 psi ex2= 0 in M,,,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1966 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 477 psi w,= 0 lbs/ft Kee= 1 Ex,,;,,= 580 ksi I Cw I 1.00 I 1.00 I I Ex' 1600 psi w,= 0 lbs/ft le,= 9.00 ft Ey,,,,,= 580 ksi C,,,=Single Pile Factor(piles only) Ey' 1600 psi lee= 9.00 ft Fc= 1350 psi C„ I I I 1.00 I 1.00 Ex,,,;, 580000 psi le,/d,= 30.86 c= 0.8 C,=Untreated Factor(piles only) Ey,,,,; 580000 psi le2/d2= 19.64 I.= 48.53 in Material {-DIMENSIONAL LUMBER V I, = 19.65 in4 Grade I oFh No.2 or Better V Fbx'=(Fbx`)(CL)(Cfu)=1,872 psi Load Duration,Co TEN MINUTES 1.6 WIND/SEISMIC V Fby'=(Fby`)(CL)(Cfu)=1,966 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=477 psi Temperature Factor,C, T<.boor V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% V Emin'=(Emin)(CI)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED V fbx=258 psi<Fbx'=1,872 psi Bending Capacity=13.8% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby=1,966 psi Built up Member No _ I V fc=317 psi<Fc'=477 psi Axial Capacity=66.4% Member 1 x 6 I V Combined Axial Compression and Bending Combined Capacity=81.7% 4 x 6,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 DF/L No.2 or Better 1 ' 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # Suite One Hundred Ili Portland, OR 97219-5412 Tigard, Oregon Location MILLER Leeka Architect re and Planning Client CONSULTING (503)246-1250 EMH C) 3/22/11 2� n, of 0 ENGINEERS Fax: 246-1395 By Ck d Date Page - • 2005 National Design Specification for Wood Construction Reduction Bending Axial.Fc E Emin Fce,= 7449 psi Post Copyright®2008 Miller Consulting Engineers,Inc. CD 1.15 1.15 Fce2= 1002 psi Mark [Worst Case Trimmer Post Material: DIMENSIONAL LUMBER Rb. 7.8 I�'1 Grade: DF/L No.2 or Better C, 1.00 Rby 3.3 Y d size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 11518 psi d r ,M .1 d,= 1.50 in Cr 1.30 1.10 Fbey 63569 psi e,2 d2= 5.50 in CM 1.00 1.00 1.00 1.00 Ku 2300 z d, A= 8.25 in' C, 1.00 1.00 1.00 1.00 KT 0.59 I"ey� S.= 7.56 in3 CT 1.00 Fb,' 1346 psi Height= 10 ft lu,= 1 ft Sy= 2.06 in3 Cv 1.00 Fby 1346 psi P1= 4572 lb 1u2= 10 ft Le,= 2.06 ft CL. 0.99 Fbe./Fb,` 9 P2= 0 lb M..= 0 ft-lbs Le2= 18.40 ft CL, 1.00 Fbey/Fby 47 ex1= 0 in Mr,= 0 ft-lbs Fb,= 900 psi Cp 0.49 Fc" 1708 psi ey1= 0 in M,e,= 0 ft-lbs Fby= 900 psi Cfu 1.15 Fb,' 1346 psi ex2= 0 in My,,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1547 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 839 psi w.= 0 lbs/ft Kee= 1 Ex„;,= 580 ksi I C., I 1.00 I 1.00 1 I Ex' 1600 psi w,= 0 lbs/ft le,= 1.00 ft Ey„;„= 580 ksi C.,,=Single Pile Factor(piles only) Ey' 1600 psi I lee= 10.00 ft Fc= 1350 psi C. I I I 1.00 I 1.00 Ex„,;,' 580000 psi le,/d,= 8.00 c= 0.8 Cu=Untreated Factor(piles only) _ Ey„; 580000 psi le2/d2= 21.82 I.= 20.80 in` Material DIMENSIONAL WMBER V ly= 1.55 in` Grade DF/No.2orBetter V Fbx'=(Fbx')(CL)(Cfu)=1,346 psi Load Duration,CD TWOMONTMS 1.15 SNOW LOAD V Fby'=(Fby')(CL)(Cfu)=1,547 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=839 psi Temperature Factor,C, T<.iDmF V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MmsnaeEaonr LESSTNAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED V fbx=0 psi<Fbx'=1,346 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby=1,547 psi Built up Member Yes V fc=554 psi<Fc'=839 psi Axial Capacity=66.0% Member 2,6 V 2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better ' 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # 0 Suite One Hundred _ Portland, OR 97219-5412 Location Tigard,Oregon MILLER Leeka Architecture and Planning Client CONSULTING (503)246-1250 EMH /� 3122111 2-3- of 30 ENGINEERS Fax: 246-1395 By Ck'd Date Page 2005 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 29798 psi Post Copyright©2008 Miller Consulting Engineers,Inc. Co 1.60 1.60 Fce2= 1002 psi Mark Worst Case King Post Material: DIMENSIONAL LUMBER Rb, 3.9 ,..1 Grade: DF/L No.2 or Better C, 1 00 Rby 4.7 v T size= (2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 46072 psi d2I x Ie- d,= 3.00 in CF 1.30 1.10 Fbe 31784 psi e 21 W d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 L.2 21...1 A= 16.50 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 (eyy S.= 15.13 in' CT 1.00 Fb,` 1872 psi Height= 10 ft lu,= 1 ft Sy= 8.25 in3 C. 1.00 Fbr 1872 psi P1= 0 lb lug= 10 ft Le,= 2.06 ft C„ 1.00 Fbe,/Fb; 25 P2= 0 lb M,y= 0 ft-lbs Lee= 18.40 ft CLy 1.00 Fbey/Fby 17 ex1= 0 in Myy= 0 ft-lbs Fb,= 900 psi CP 0.38 Fc' 2382 psi ey1= 0 in M,h= 831 ft-Ibs Fby= 900 psi Cfu 1.15 Fb; 1872 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 2153 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 894 psi w.= 66.5 lbs/ft Kee= 1 Ex,n;,,= 580 ksi C„ I 1.00 I 1.00 I I Ex' 1600 psi wy= 0 lbs/ft le,= 1.00 ft Eye„= 580 ksi C.,=Single Pile Factor(piles only) Ey 1600 psi lee= 10.00 ft Fc= 1350 psi C„ 1 I 1.00 1.00 Ex,,,; 580000 psi le,/d,= 4.00 c= 0.8 C„=Untreated Factor(piles only) Ey,,,; 580000 psi le2/d2= 21.82 I.= 41.59 in` Material I DIMENSIONAL LUMBER V I,= 12.38 in° Grade i Dym No.2 or Betty V Fbx'=(Fbx*)(CL)(Cfu)=1,872 psi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V Fby'=(Fby*)(CL)(Cfu)=2,153 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=894 psi Temperature Factor,C, T<.1000E V Co' (E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MoISTUaE CONY LESS THAN n%N 9. Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED V fbx=659 psi<Fbx'=1,872 psi Bending Capacity=35.2% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby'=2,153 psi Built up Member T.. fc=0 psi<Fc'=894 psi Axial Capacity=0.0% Member (2)2 x 6 V Combined Axial Compression and Bending Combined Capacity=35.2% (2)2 x 6,DIMENSIONAL LUMBER Equation 3,9-3;2005 NDS page 20 DF/L No.2 or Better I I 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # A Suite One Hundred MiPortland, OR 97219-5412 Location Tigard,Oregon MILLER Leeka Architecture and Planning Client CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By EMH Ck'd Date 3/22/11 Page of Snow Drift Calculation ^/off►N-S01^74 Roof projections: Parapets, Mechanical Equipment,Penthouses ASCE 7-05 Section 7.7.1 and 7.9 Roof Exposure= Partially Exposed Terrain Category= B Thermal Condition= All structures except as indicated below Building Category= II User Defined Minimum Roof Snow: 25 psf Design Ground Snow Load(Pg)= 12.0 psf Ce= 1.0 ASCE 7-05 Table 7-2 Ct= 1.0 ASCE 7-05 Table 7-3 I= 1.0 ASCE 7-05 Table 7-4 Roof Snow Load(Pf)= 8.4 psf Pf=0.7*Ce*Ct*I*Pg Projection Height(hr)= 6.00 ft Upwind Roof Length(L„)= 70.0 ft Will Drifting Occur'?(hd/hb)= 10.1 Drift loads are required tic= 5.46 Snow Density(y)= 15.56 pcf y=0.13Pg+ 14<=30 Drift Height(hd)= 1.75 ft hd=(3/4)*(.43*L„^(1/3)*(Pg+10)^(1/4)-1.5) Design Snow Height(hb)= 0.54 ft hb=Pf/y Total Snow Height(hm)= 2.29 ft =h b+h d Drift Snow Load(Pd)= 27.28 psf Max. Snow Load(Pm)= 35.7 psf = y(hb+hd) Drift Width= 7.01 ft Slope of Drift= 0.25 ft/ft (Pm Decreases to P,linearly) Design Drift Width(Wd')= 6.1 ft Results: Design roof snow load(Ps)= 8.4 psf Maximum drift load= 27.3 psf Drift length(Wd')= 6.09 ft Maximum total load(Pm)= 35.7 psf Minimum total load= 25 psf Wd Projection 1 A / Wd' Wind T Pm direction � r ' i Pf, min. i \ Pf, act. fr Lu (upwind roof length) ' 9570 SW Barbur Blvd Carl's Jr. 100880 Project Name Project # A Suite One Hundred Mb Portland, OR 97219-5412 Tigard,Oregon Location MILLER Leeka Archite,ture and Planning Client CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By EMH Ck'd Date 3/22/11 21 Page of 3C