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HomeMy WebLinkAboutPermit Specifications 2009-05-20Jb^?nq- ook7 lZjo l), Fatrf trr.., ln Structural Calculations for the Majdic Residence Springfield, Oregon Walker Structural Engineerin g, LLC 6/30/ to May 20,2009 Job # 09080 2863 NW Crossing Drive, Suite 201 Bend, Oregon 97701 54 1.330.68 69 I F ax 5413302656 i.lsis\l.l\I(Jscrhr ba <er 1' 3!,1 IAw J Proiect:lVlajdic Residence Proj. Engr : Location Springfield, OR Job#:09080 Client:Equity Home Builders Date 05t20t2009 W ES',"*i q)5 q.):t s: tsSobr s:\t Desiqn Griteria: General Roof Loads Floor Loads: Wind Load: Bullding Department Building Code* Building Occupancy Building lmportance Category Ground Snow Load (Pg) Snow Exposure Factor (Ce) Snow lmportance Factor (ls) Thermal Factor (Ct) Roof Snow Load Roof Slope Roof Deflection Limitation Special Snow/Live Load Requirements Live Load Floor Deflection Limitation Special Floor Load Requirements Basic Wind Speed, 3-sec Gust Per IBC 2006/OSSC 2007 1609.1.1, exception 6 Basic Wind Speed, Fastest Mile Exposure Wind lmportance Factor Special Wind Load Requirements City of Springfield, Oregon 2006 tBc / 2007 ossc / 2005 oRSC. Group R-3 ll 25 psf 1.0 1.0 1.0 25 psf Varies: 6:12 u240 Drifting/Sliding Per ASCE 7, Sect. 7 40 psf u360 None 100 mph 80 mph B 1.0 None Site Class D (Wind Load to Govern) None 1500 psf (assumed) 18" 50 pcf (assumed) 35 pcf (assumed) 300 psf/ft below natural grade (assumed) 0.35 (assumed) Seismic Load: per 2007 O.S.S.C. (based on ASCE 7-05) Soils Data Geotechnical Report Allowable Bearing Pressure Footing (Frost) Depth Active Pressure (restrained) Active Pressure (unrestrained) Passive Pressure Coefficient of Friction Special Soils Requirements "Note: The submitted software output that references standards not current with the 2OO7 OSSC/2006 IBC have been reviewed and found to conform with current standards, as the critical values for shear, bending, and modulus of elasticity have not been changed. Project:ft/ajdic Residence Proj. Engr Location:Springfield, OR Job#:09080 Client:Equity Home Builders Date 05t20/2009 Desion Criteria: N :S \) N a-t Scope of Work: The Followinq ltems Were Desiqned/Analvzed: Vertical Desion a) Gravity Analysis of Headers and Porch Beams b) Footings * Lateral Desiqn a) Shear Wall and Diaphragm Analysis b) Shear Transfers and Hold Down Elements. s*tq)q) so a.) zli63 N'W Crossing Drive . Suite zor Bend., Oregon 977ot iProject M^1 J," R.rr/a,n.. office 54r-yo-6869 fax 54t-33o-2656 By {uJ Sheet # lob # l.r tib F +.) LLC r-ocation Client (,t1, DR Revisedr E1,^.11 Date glrrlot fle. ol,r,^ P.s.1n (rof Ro"( G.."1. b' [1..&, 0L - lSpsi 5t - eigsf 45er{ [rsr,f t\.o4."11,,5 | eolrt [ \roprf o 4x to of *a 4xDoF+? bxb DF +?. trD8.r5 1Po."h &.."1 T 315 er f b5s b' t\4 absfrg {+15[-t f:E=l f1t bLB SrDx 1 @ WoodWorks' sotlwakt t,r)* h'ouo Dl\x;^ COMPANY Walker Structural Engineering, LLC 45 NW Park Place Bend, OR 97701 (541)330-6869 May 19, 2009 16:'1 1 Notes Cn 1.001.00 1.00 ADDITIONAL DATA: FACTORS: F CDEb'+ 2400 1.15Ev' 240 1. 15Ecp' 650 tr 1. U mf J-lron CM r..00 1.00 1.00 1.00 Ct 1.00 1.00 1.00 1.00 CL 1.000 1.000 Cfu 1.00 LT 1.00 Cfrt 1.00 1.00 1.00 1.00 LC# 2 2 2 Bending(+): LC# 2 = D+S, M = 4445 l_bs-ftShear zLC*2 =D+S,V= 10?g,vdesign= 9B01bsDeflection: LC# 2 = D+S EI= 560e06 .l_b_in2Total Deflection = 1.50(Dead Load Deflection) + Live Load DefLection.(D-dead L=live s=snow w=wind r=i,mpact c=construction cld=concentrated)(A11 LC's are listed in the Analysj-s tutput) PROJECT Majdlc Residence Springfield, Oregon Header Design Garage Header Beaml Load Type Dis tri-bution Magnitude Start End Location Ift]Start End Pat- ternLoadl Load2 Dead Snow Eu].} UDL FuIf UDL 45.0 75.0 No No LOADS ( lbs, psf, or plf ) Design Check Calculation Sheet Sizer 2004a MAXIMUM REACTIONS (tbs) and BEARTNG LENGTHS (in) : 459 619 1078 459 6t9 107I L h Dead Live TotaL Bearing: LC number 2 1.00 2 1.00 16'-6"0' Glulam-Unbal., West Species, Z4F-V4 DF, 5-1/gxg', Self Weight of 10.62 plf automatically included in loads; Lateral support: top= s1 supports, bottom= at supports; Load combinaiions: lcc-lBC; Criterion Anafysis Value Desi-gn Value Analysis,/DesiqnShear Bendi.ng (+) Live Defl'n Total Deff 'n fb= 0 .4'7 = 32 171 L/887 L/ 41,9 Fv' = Z1TEb' = 2160 .55 = L/360 .83 = L/240 0 0 fv /Evr = fb/Eb,= 0 0 0 0 L2 28 47 57 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 default limitsdeflection re forappropriate application.your are materialsfor to AITC 7.-200conforming nda inmanufactured ccorda withnce ANS t/ArTc A 90 992-13bxdGLULAM:actual xbreadth actual depth 4.Glu lam Beams sha be accordrtedsuppolaterally thetong of DSNprovisions useCla 3.3.3.GL5.,ULAM babearing onsed sm lerlength F,of cp(tension),Fcp(comp'n). DESIGN NOTES: 1. Please verify that the 2. Glulam design values PROJECT Majdic Residence Springfield, Oregon Header Design 6'Header Beaml Load Type Distribution Magnitude Start End Location Ift]start End Pat- tern Loadl Load2 Dead Snow Eu]"f UDL Fu]1 UDL 395.0 655.0 NO NO LOADS ( lbs, psf, or plf ) Design Check Calculation Sheet Sizer 2004a Dead Li-ve Total Bearing: LC numlcer Length 1208 19 65 3173 1208 19 65 317 3 2 1.45 2 451 0'6' MAXIMUM REACTIONS lbs ANd BEARING LENGTHS DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 @ lVoodWorks' COMPANY Walker Structural Engineering, LLC 45 NW Park Place Bend, OR 9770'l (541 )330-6869 May 19, 2009 16:12 totr\,AkI tt)& wooLt D!yL\ UI 1..200 Lumber-soft, D.Fir-L, No.2, 4xl 0" Spaced at24" clc; Self Weight of 7.69 plf automatically included in loads; Lateral support: top= ;u11, bottom= at supports; Repetitive factor: applied where permitted (refer to online he'p); Loa,i combirrtions' ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usins NDs 2ool Criterion Anal,ysj-s value Desiqn val,ue Analysis,/Design Shear Bendj-ng (+) Live Defl'n Total DefI'n frr: lnO fb = 1144 05 = <L/999 10 = L/'724 0 0 Fv' Fb' 0.30 0.40 201 L428 L/240 L/780 fvlEvt =0.s3 0.80 0.17 o.25 ADDITIONAL DATA:- FACTORS Eb'+ Fv' Ecp' EI FCD 900 1.15 1 180 1.15 t 625-1 1.6 mill-ion 1 CM Ct1.00 1 Cr 1.15 1.00 Bending(+): LC# 2 = D+S, M = 4760 tbs-ftShear :LC#2 =D+S, V: 3173, vdesign= 2358lbsDeflection: LC# 2 = D+S EI= 369e06 1b-in2 TotaL Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.(D=dead L=1ive s:snow w:wind r=impact c:constructlon cLd:concentrated)(AII LC's are listed in the Analysis output) CnCiC frtCLCfu 1.00 LC# 2 z ; 00 00 00 00 1 1 1 00 00 00 1 L 1 1 !oo 00 00 00 00 L I L 1 00 00 00 00 @ lVoodWorks' sot twAgt t:t)x *o()(t ot5tl;N COMPANY Walker Structural Engineering, LLC 45 NW Park Place Bend, OR 97701 (541 )330-6869 May 19, 2009 16:16 PROJECT Majdic Residence Springfield, Oregon Header Design 4.5'Header Beaml Load Type Dis tribution Magnltude Start End Locatlon I ft] Start End Pat- tern Loadl Load2 Dead Snow Eu1I UDL Eul-I UDL 285.O 415 .0 N N o o LOADS ( lbs, psf, or plf ) Design Check Calculation Sheet Sizet 2004a Dead Live TotaJ- Bearing: LC number Length 655 1069 1.7 24 655 10 69 7124 2 1.00 1.00 MAXIMUM 4'-6'0' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4. 1 Lumber-soft, D.Fir-L, No.2, 4x8" Spaced a|24" clc; Self Weight of 6.03 plf automatically included in loads; Lateral support: top= ftJ1;, bottom= at supports; Repetitive factor: applied where permitted (refer to online heip); Loati combi,ruticns: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usins NDs 2oo't ADDITIONAL DATA: FACTORS: E CD Eb'+ 900 1. 15 Fv' 180 1.15 Ecp' 625 1. 6 nilllon CM 1.00 1.00 1.00 L.00 Ci Cn LC#1.00 - 2 1,.00 1..00 2 1.001.00 - 2 Ct 1.00 Cfrt 1.00 1.00 r..00 1.00 00 00 00 CL 1.000 LT 1.300 Cfu 1.00 Cr I 1 L Bending(+) : LC# 2 = D+S, M = 1939 lbs-ft Shear :LC#2 =D+S,V= l'724,v design: 1251fbs Deflection: LC# 2 = D+S EI= 1?8e06 l-b-in2 Total- Deflection = 1.50(Dead Load Defl-ectlon) + Live Load Deflection. (D=dead L=live S:snow W:wind I=impact C=construction CLd:concentrated) (A11 LCrs are listed in the Analysis output) is DesiAnalnCrl-uel.t VaIueDe Shear Bendj-ng (+ )Live DefI'n Total DefIrn fv : '75 fb = '759 0.02 = <L/999 0.05 = <L/999 Fv' : 207 Fb' = 1547 0.22 = L/240 0.30 = L,/180 0.36 0.49 0.1t 0. L5 fvlEv' fblFb' @ WoodWorks* tortwAil rok v.<)oo DtStG* COMPANY Walker Structural Engineering, LLC 45 NW Park Place Bend, OR 97701 (541 )330-6869 May 19, 2009 16:20 PROJECT Majdic Residence Springfield, Oregon Header Design Porch Beam Beaml Load Type Distribution Magnitude SEart End Location Ift]Start End Pat- tern Loadl Load2 Dead Snow Fulf UDL Full- UDL 1 60 00 0 0 No No LOADS ( lbs, psf, or plf ) Design Check Calculation Sheet Sizer 2004a MAXIMUM REACTIONS (tbs) and BEARING LENGTHS (in) : Dead Live Total Bearing: LC nunber th 279 400 6-7 9 2'19 400 679 ) 1".00 1 2 00 8',0' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 Timber-soft, D.Fir-L, No.2, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= 21 supports, bottom= at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usins NDS 2001 ADDIT!ONAL DATA: FACTORS: F CD Fb,+ 750 L . 15 1 Ev' 110 1.15 1 Fcp' 625 - 1 1.3 million 1 CF Cfu 1.00 I Ci. Cn LC* 1.00 - 21.00 1.00 2 1.001.00 - 2 Cr 00 CM 00 00 00 Ct 1.00 CL 1.000 1 Cfrt 1.00 1.00 1.00 1.00 00 00 00 00 I 1 1 :oo Bending(+): LC# 2 = D+S, M - 1358 Ibs-ft Shear :LC*2 =D+SrV= 679,v design= 573lbs Deflection: tC# 2 = D+S EI= 25Le06 lb-in2 Total- Deflection = 1.50(Dead Load Deflection) + Live Load Deflectj-on. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)(AlL LCrs are listed in the Analysis output) Cri-terion Analysis Value Design Va1ue Analysis/Design Shear Bending ( + )Live Defl'n Totaf Defl'n fv fb 0.04 0.08 = 315 = <L/999 = <1"/999 195 862 L/360 L/240 Fv Fb .2 ll 0 0 fv /Fv' =0.11 0.37 0. 14 0.19 I ffip. o?t ),i' -_-+ €,ll c, =t,' 3 Z --!- p -o- Z ,a+os lxt I T { E o+;a Iillll,!!rii lt!ri!tt:n:I ,!6 III ; I E i I t FI IAfa,) cl-,) x O a t, z! -o.rit*, lq* !c, r',\ ,o i. E { E e oi I it nl!! iJl l!i' iii ti i: ,i IiIiil, ii' ! ii rj'iii ii iiii i,tifi Iiiiiliiiiiiiili {ifiiti{,1ifi i I i i I I -s'8"r H roL,tTY HOMr D(.lll.DrP) IJJ TIW VALL Orrl(r)UlTi- | Dll.lD. ORT.CON 9/ZOt PttoNt , (:)4r) y2-o6o-) rrBfifim TQUITY HOMr DUiLDre) LL( rl4JDtC Rr)tDrNCr )PRINAI'ILLD. ORLqON Erl E 7i try*;ffi H srItrb fr- -I T ;rlq 6: Ie+T_ I I ! : I I I riI le i6\ ffi I I I! : q Et 6iii I! B r l,<ii c*i't ! r x6 x o (, B 53 c! Eo-Etl 3 I p EOx. 63 t I I I I ,+ aI .+/ !\ ;; ti!iii ;I I I I t" I I ---------ix II e n f /- I \ .lqror\z-* ,4. a rl o 2863 NW Crossing Drive Suite 201 Bend, OR 97701 WALKER STRUCTURAL ENGINEERING Project:Majdic Residence Proj. Engr:JW Location:Springfield, OR Job #:09080 Client:Equity Homes Date:05t20t2009 Seismic Desion: per 2007 O.S.S.C. (based on ASGE 7-05) Site Specific Seismic Coefficients For Site Class D: office 541-330S869 fax 541-330-2656 s" s1 0.391 0.162 (Seismic Response Coefficients from Site Specific USGS Seismic Hazard Curves and Uniform Hazard Response Spectra.) Sos = 0.67*SMS =0.545 Sor = 0.67*Sur =0.376 2360 t( =35,400 lbs 0 lbs 8,000 lbs 43,400 lbs '1,000 ft'= Total D1- p 1.0 perASCET-OS 12.3 .- Wind Load to Govern. (See Wind Load Calcs.) F a = 1.487 - t. tctF Sr" = Fr"S" = Smr = Fu*S, = Desiqn Cateoorv: (per Table 11 .6-1 & 2) Roof D1 - Floor D1. - Wall D,_ - Vsei. = C"*W*p Vs"is 0.828 0.550 15 psf 0 psf 10 psf 2,599 lbs Seismic 6,995 lbs Wind g00 ft' = D I R 1.0 6.5 (For Structural Wood Panels, per ASCE 7 Table 12.2-1 t C. = Sos / (R/l . 1.4 (eso)) = 0.060 Aroof Afloo,, Awarr Base Shear: Wind Load (on Narow Prqection) LATERAL ANALYSIS Seismic Mass: 2863 NW Crossing Drive Suite 201 Bend, OR 97701 Seismic Oesign: DISTRIB ION OF SEISMIC WALKER STRUCTURAL ENGI NEERING FORCES office 541-3304869 fax 541-330-2656 Project:Majdic Residence Proj. Engr:JW Location Springfield, OR Job #:09080 Client:Equity Homes Date:05t20t2009 Level We ht(lbs)wt. *. Ht) ffota Seis. Force 1 30 4EIJ 117 lbs 10 150 33%866 lbs Roof Upper Flr. SUM:20 450 2,599 total WIND VS S DISTRIBUTION: FRONT. BACK LOADING RIGHT - LEFT LOADING SEIS SEIS WIND I (Sum of forces from levels above) Level Wind (F-B)Seismic Wind (F-B) Seismic Governs Upper (Roof) Main Lower 4 + 4 6 2 4 8 12 6 o 11 Level Wind , Seismic (Sum of forces from levels above) Wind (R-L) Seismic Governs Upper (Roof) Main Lower 2 J J 4 2 1 3 6 9 4 b 7 SEIS WIND WIND LATERAL ANALYSIS 67% Project:Majdic Residence Proj. Engr:JW Location Sprinsfield, OR Job #:09080 Client:Equity Homes Date:05t20t2009 2863 NW Crossing Drive Suite 201 Bend, OR 9770'l (for inward only) Total WALKER STRUCTURAL ENGINEERING office 541-330-6869 fax 541-330-2656 DESIGN WIND LOADS: per UBC 97 Ch. 16 (fastest mph) Desiqn Parameters: Basic Wind Speed: q" (Psf) =(per Table 16-F) Hz. Vector sin(tan"1 (6112)) = 0.45 Hz. Co 0.32 0.45 BO 16.4 C" - per Table 16-G Co - per Table 16-H (for Primary frames and systems) Hrz. Proiection of Wind on Roof: Roof Slope: 6'.12 Hrz. C" on Roof = Total C^ . Hz. Vctr. Roof Co Total Hz. Vctr. 0.7 1 0.45 0.45 Heiqht (ft)Exposure D 0-15 20 25 30 40 1.39 1.45 1.5 1.54 1.62 1.06 1.13 't.1 9 1.23 1.31 0.62 0.67 0.72 0.76 0.84 Structure Co inward Co outward Total Walls 0.8 0.5 1.3 Roof 2:12 - 9:12 9:12 - 12:12 0.7 0.7 0.3 0.4 1 1.1 LATERAL ANALYSIS Exoosure C Exposure B Proiect:Majdic Residence Proj. Engr:JW Location:Sprinqfield, OR Job #:09080 Client:Equity Homes Date:05t20t2009 )- 2863 NW Crossing Drive Suite 201 Bend, OR 97701 WALKER STRUCTURAL ENGINEERING office 541-3306869 fax 541-330-2656 OeSlClt WtltO IOAOS: per UBC 97 Ch. 16 (fastest mph) Pwino= e" * C" " Cq * A MAIN LEVEL: P r-aMarNl q. (Psf) C"'Cq Area (ft') Lat. Load 16.4 16.4 0.67 0.62 0.45 1.3 5,459 2,379 lbs lbs lbs 1104 180 P r-e uppeni 7,838 P n-l uatNl Q. (Psfl C". Cq Area (ft') Lat. Load 16.4 16.4 16.4 0.67 0.64 u.oz 0.45 1.3 1.3 224 1 ,108 lbs 230 3,138 lbs 2AB 2,749 lbs P n-l uppenr 6,995 lbs * (C" lnterpolated for lntermediate Heights) Total Load on Narrow Proiection: (Compare with Seismic Force) Pr-eLoweR + Pr-ematH+ Pr-euPPER = 6'995 lbs LATERAL ANALYSIS Project:Majdic Residence Proj. Engr:JW Location:Springfield, OR Job #:09080 Client:Equity Homes Date:05t20t2009 2863 NW Crossing Drive Suite 201 Bend, OR 97701 LATERAL DISTRIBUT WALKER STRUCTURAL ENGINEERING Governinq Lateral Loadino: WIND 7,636 (Pr-e r,rnrr.r) considered office 541-330-6869 fax 541-330-2656 UPPER LEVEL: Front - Back Loadinq Shear Calculations: Total Lateral Load (lbs.):7w g) 240 r tFx 33 6 ?|tr '/ osv v/ = L4Ort? l,q(fiaor. flict'- - ruA ktllD) Lateral Load on Each Wall Line = Pside * W,,.iu / Wrot4 + Paoo,r Unit Shear = Prin" / Lshearwals Over Turninq Calculations: Mnr = Vwalr " hwarr = Unit Shear * Lwarr.hwalt * MorAuou" Mp.."rns = 0.67 (Wall D1) * L*"1212 Net Uplift Force = (Mor _ MR)/(L*"il_ 6") OK OK OK Note: Hold down forces less than loJcibs to be resisted by standa-C franing fasteners. Uplift OK OK OK 0YVrUr.Il trL,Load Line (ft)(pl0 82 1 260I114401,960 24 26403,919 16 245 I22244 47 1 260J114401,960 42 TOTAL: 44 7,838 1 125 7.5 I 2,355 4,899 363 none req'd 2 260 to 8 22,298 31,353 584 none req'd 3 125 4 B 670 1,493 23s none req'd LATERAL ANALYSIS Project:Majdic Residence Proj. Engr:JW Location Springfield, OR Job #09080 Client:Equity Homes Date:05t20t2009 2863 NW Crossing Drive Suite 201 Bend, OR 97701 LATERAL DISTRIBUT UPPER LEVEL Riqht - Shear Calculations: WALKER STRUCTURAL ENGINEERING Governinq Lateral Loadinq: WIND Loadinq offibe 541-330€869 fax 541-330-2656 Total Lateral Load (lbs.): 6,995 (Pn-r-r,,rerru) Lateral Load on Each Wall Line = Pside * W,,io / Wtotar + Paoa,r Unit Shear = Prin" / Lshearwals Ovef Turninq Calculations: Mnr = Vwarr * hwal = Unit Shear * Lwal-hwa1 * MorAbou" Mpo.i",;^s = 0.67 (Wall D1) * L*^uzl2 Net Uplift Force = (Mor _ MRXL*a1_ 6',) considered OK NG OK Note: Hold down forces less than 1Joolbs to be resisted by stardard framing fasteners. Uplift W- fl4PsDN OK OK OK h*a fltFfT'qurE*>tlZ--f--. a- L), vclPduu,y (pl0SW's in Line (ft) Shear (pl0 WallType 0 4 18 52 2,421 28.25 86 1 260 A 26 52 0 3,498 12 291 1 260 o 8 52 0 1,076 b 179 1 260 TOTAL: 52 6,995 Mo, (ft-lbs) Governing Wall Length (ft) Net Uplift Force (lbs) Total Dead':. Load on Wall(pl0 Height of Wall(ft) 4 420 6.5 5,945 4,457 0 none req'd 5 450 7 oo 7,387 16,322 1,375 ' puoz 3,080\ 160 J B 482 4,305 1,529 I PHD2 / 3,080 LATERAL ANALYSIS 0 I 6 5".5*,. Cr,t"., o Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 97477 Spectral Response Accelerations Ss and S1 Ss and 51 = Mapped Spectral Acceleration Values Data are based on a 0.01 deg grid spacing Period (sec) 0.2 1.0 Centroid Sa (g) 0.645 (Ss) 0.308 (S1) Maximum Sa (g) 0.659 (Ss) 0.320 (S1) Minimum Sa (g) 0.631 (Ss) 0.2e5 (S1) Centroid Sa (g) 0.828 (SMs, Fa = 1.284) 0.550 (SM1, Fv = 1.784) Period (sec) 0.2 1.0 Period (sec) 0.2 1.0 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 97477 Spectral Response Accelerations SMs and SttIl SMs = Fa x Ss and SM1 = Fv x 51 Site Class D Period (sec) 0.2 1.0 Period (sec) 0.2 '1.0 Maximum Sa (g) 0.839 (SItIs, Fa = 1.273) 0.563 (SM1, Fv = 1.760) Period Minimum Sa 1.0 0.534 (SM1, Fv = 1.809) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 97477 Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 213 x SM1 Site Class D Period (sec) 0.2 1.0 Centroid Sa (g) 0.552 (SDs) 0.367 (SD1) Period (sec) 0.2 1.0 Maximum Sa (g) 0.559 (SDs) 0.376 (SD1) Period Minimum Sa (sec) 0.2 0.545 (SDs) (,r5a (sec) (g)