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Specifications 131 -C /1/ 0 Pg 1 JUL 1 Structural Calculations`'uka of r` 415 For e ()CPR (14'x24'=336sf) Small Addition to an existing one story house Located At 9555 SW Lewis Lane, Tigard, OR 97034 Jurisdiction: City of Tigard CITY OF TIGARD REVIEWED A OR CODE COMPLIANCE Approved: [ 5/14/2015 OTC: [ ] Permit #: {,`br2C1-5--- r2f `;coo" a ope4, a Address: .C(i5c5.1 1j ' )t :: LAO a; 72146 PE Yr Suite #: Ca cu ations and Sketches tt?By: Date: h by " „ OREGON b 4 Mark Ennis, PE °R�``r IG. ¢°°* 1EPFIVO OFFICE COPY 9380 SW Stono Drive "B S! 2015 Tualatin, OR (971 ) 344-0182 Page 1-7 Gravity Calculations Page L1-L9 Lateral Calculations Codes: 2014 ORSC based on the 2009 IRC, 2014 OSSC based on the 2012 IBC, ASCE7-10 Gravity Load: Roof(Snow) Load = 25psf Lateral Design: ASCE7-10, 2010 OSSC Wind = 120mph ultimate, Exposure B Summary These calculations are for a 14'x24'=336sf one-story addition to an existing one-story house. The new construction will be conventional wood construction consisting of a concrete footings, post & beam floor, 2x6 exterior walls, and stick framed roof or engineered roof trusses. (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane, Tigard, OR 97034 (971)344-0182 Page 2 Jurisdiction: City of Tigard mark-ennisPcomcast.net FOUNDATION PLAN SCALE: 1/ " = 1' 0" 7 r.7 --- ���Y NDOW WELL . I I° r IGRADE in I II I M1�„GTAGGESS FA T►gpyGH tEl?.GGE�S Tl � ,_ I II -T"YP TnElim F Qr_t-41 f4Z4 ROOF PLAN Z-rig Pr'R iczse wl 7/1`.- F. S1--F,ATN1pk.• di SCALE 1/5" - V 0" 31tAFTE2 t t4'° - '/1/ 2'5 GLI, 7)515 /70l'.1.. :.t:,vc 10 °c.f711.4- i-S 601.4.44. t,GS 1 C4i ►3 .L Q 'TT 4r.$ T 7fr` S%;%OOP AREA -> -^- -- —s–yr---_- - I �y CA.an , —la—, I f x-514 1Mtel ', g irl 1 __, 7 iti 1 8 9555 SW Lewis Lane,Tigard, OR 97034 Calcs By Mark Ennis 5/14/2015 (14'x24'=336sf) Small Addition to an existing one story house (971)344-0182 Page 3 Jurisdiction: City of Tigard mark-ennis @comcast.net R-1 Rafter at 24" oc above Master Bedroom 2 x 8 DF#2 Rafter 1 _ Span (ft) 12.0 ft Trib. Width roof(ft)) 2.0 ft Trib Width Floor 0.0 ft live dead total Concentrated load roof load(psf) 25 12 37 plf floor had(psf) 40 15 55 plf beam wt. 0 3 3 plf Uniform Load (plf) 50 27 77 plf rt):R1 span R2 Concentrated Load 0 0 0 lb distance from left 0 ft Reaction R1(left) 300 162 462 lbs Reaction R2(right) 300 162 462 lbs Max. moment(at midspan+PL) 900 486 1,386 ft-lbs Deflection (at midspan+ PL) 0.28 0.15 0.43 inches Adiustment Factors CD, Load Duration factor 1.15 CM,Wet Service Factor 1.00 . Cr,Size Factor 1.00 Ct,Temperature Factor 1.00 Co Beam Stability Factor 1.00 "Cf,,, Flat Use Factor 1.00 C;, Incising Factor(pressure treated) 1.00 Allow Stress Adj Fac Stresses with Adjustment Factors Shear F„'= F„CDCMCtC; 165 1.15 Fv•= 190 psi Bending Fb'=FbCDCfCLCMCtCf„C,C; 1,100 1.15 Fb'= 1,265 psi DeFlection E'= ECMCtC; 1,600,000 1.00 E'= 1,600,000 psi 2 x 8 DF#2 Rafter Section Properties A= 11.25 in2 Sx= 14.1 in3 = 52.7 in4 Actual Allowable Actual/Allowable Shear Check Vallow(D+L)= 462 lbs 1,423 lbs OK 32% Bending Check Mallow(D+L)= 1,386 ft-lbs 1,482 ft-lbs OK 93% Deflection Check Defl (Live)= 0.28 in 1/330 0.42 in OK 65% Deft(D+L)= 0.43 in 1/220 0.65 in OK 65% 9555 SW Lewis Lane, Tigard, OR 97034 Calcs By Mark Ennis 5/14/2015 (14'x24'=336sf) Small Addition to an existing one story house (971)344-0182 Page 4 Jurisdiction: City of Tigard mark-ennis @comcast.net 2x10 DF#2 OK as Ridge if 2x8 ceiling Joists are built as collar ties R-2 Ridge Beam above Master Bedroom 3.5" x 10.5"GLB I Span(ft) 13.5 ft Trib.Width roof(ft)) 12.0 ft Trib Width Floor 0.0 ft live dead total Concentrated load roof load (psf) 25 12 37 plf floor load(psf) 40 15 55 plf beam wt. 0 9 9 plf Uniform Load (plf) 300 153 453 plf 1R1 span R2 Concentrated Load 0 0 0 lb distance from left 0 ft Reaction R1(left) 2,025 1,033 3,058 lbs Reaction R2(right) 2,025 1,033 3,058 lbs Max. moment(at midspan+PL) 6,834 3,486 10,320 ft-lbs Deflection(at midspan+PL) 0.37 0.19 0.56 inches Adiustment Factors CD, Load Duration factor 1.15 CM,Wet Service Factor 1.00 . Cr,Size Factor 1.00 Ct,Temperature Factor 1.00 CL, Beam Stability Factor 1.00 'Cfu, Flat Use Factor 1.00 C;, Incising Factor(pressure treated) 1.00 Allow Stress Adj Fac Stresses with Adjustment Factors Shear F„'=F„CDCMCtC; Oi 240 1.15 Fv'= 276 psi Bending Fb'= FbCDCfCLCMCtCf„CrC; 2,400 1.15 Fb'= 2,760 psi DeFlection E'=ECMCtC; 1,800,000 1.00 E'= 1,800,000 psi 3.5" x 10.5" GLB Section Properties A= 36.75 in' Sx= 64.3 in3 I = 337.6 in4 Actual Allowable Actual/Allowable Shear Check Vallow(D+L)= 3,058 lbs 6,762 lbs OK 45% Bending Check Mallow(D+L)= 10,320 ft-lbs 14,792 ft-lbs OK 70% Deflection Check Defl(Live)= 0.37 in 0.45 in OK 82% Defl(D+L)= 0.56 in 0.68 in OK 83% • 9555 SW Lewis Lane,Tigard, OR 97034 Calcs By Mark Ennis 5/14/2015 (14'x24'=336sf) Small Addition to an existing one story house (971)344-0182 Page 5 Jurisdiction: City of Tigard mark-ennis @comcast.net CJ-1 Ceiling Joist at 24"oc 2 x 8 DF 62 Ceiling Joist above Master 941 _ Span (ft) 14.0 ft Trib.Width ceiling Joist(ft)) 2.0 ft Trib Width Floor 0.0 ft live dead total Concentrated load attic(no storage)load(psf) 10 7 17 plf floor load (psf) 40 15 55 plf beam wt. 0 3 3 plf Uniform Load (plf) 20 17 37 plf f span R2 Concentrated Load 0 0 0 lb distance from left 0 ft Reaction R1(left) 140 119 259 lbs Reaction R2(right) 140 119 259 lbs Max. moment(at midspan+PL) 490 417 907 ft-lbs Deflection (at midspan+PL) 0.20 0.17 0.38 inches Adjustment Factors Co, Load Duration factor 1.00 CM,Wet Service Factor 1.00 CF,Size Factor 1.00 Ct,Temperature Factor too Cif Beam Stability Factor 1.00 r Cf,,, Flat Use Factor 1.00 C;, Incising Factor(pressure treated) 1.00 Allow Stress Adj Fac Stresses with Adjustment Factors Shear F„'=FVCDCMCtC; 165 1.00 F■;= 165 psi Bending Fb'=FbCDCfCLCMCtCf„C,C; 1,000 1.00 Fb'= 1,000 psi DeFlection E'=ECMCtC; 1,600,000 1.00 E'= 1,600,000 psi 2 x$DF 12 Ceiling Joist above Master Bedroom Section Properties A= 11.25 in2 Sx= 14.1 in3 I = 52.7 in4 Actual Allowable ual/Allowable Shear Check Vallow(D+L)= 259 lbs 1,238 lbs OK 21% Bending Check Mallow(D+L)= 907 ft-lbs 1,172 ft-lbs OK 77% Deflection Check Defl(Live)= 0.20 in 1/360 0.47 in OK 44% Defl(D+L)= 0.38 in 1/240 0.70 in OK 54% 9555 SW Lewis Lane,Tigard, OR 97034 Calcs By Mark Ennis 5/14/2015 (14'(24'=336sf) Small Addition to an existing one story house (971)344-0182 Page 6 Jurisdiction: City of Tigard )ark-ennis @comcast.nn H-1 Header at new front door or window 4x8 DF#2 I Span (ft) 5.0 ft Trib.Width roof(ft)) 14.0 ft Trib Width Floor 0.0 ft live dead total Concentrated load roof load (psf) 25 12 37 plf floor load (psf) 40 15 55 plf beam wt. 0 6 6 plf Uniform Load (plf) 350 174 524 plf tRi span 1R2 Concentrated Load 0 lb distance from left 0 ft Reaction R1(left) 875 435 1,310 lbs Reaction R2(right) 875 435 1,310 lbs Max. moment(at midspan+PL) 1,094 544 1,638 ft-lbs Deflection(at midspan+PL) 0.03 0.01 0.04 inches Adjustment Factors CO, Load Duration factor 1.15 CM,Wet Service Factor 1.00 . CF,Size Factor 1.00 Ct,Temperature Factor 1.00 CL, Beam Stability Factor 1.00 Cf,,, Flat Use Factor 1.00 C;, Incising Factor(pressure treated) 1.00 Allow Stress Adj Fac Stresses with Adjustment Factors Shear F„'=F„CDCMCtC; II 165 1.15 F„'= 190 psi Bending Fb'=FbCDCfCLCMCtCfuC,C; 900 1.15 F0'= 1,035 psi DeFlection E'=ECMCtC, 1,500,000 1.00 E'= 1,500,000 psi 4x8 DF#2 Section Properties A= 26.25 in Sx= 32.8 in 1 = 123.0 in Actual Allowable Actual/Allowable Shear Check Vallow(D+L)= 1,310 lbs 3,321 lbs OK 39% ,Bending Check Mallow(D+L)= 1,638 ft-lbs 2,830 ft-lbs OK 58% Deflection Check Defl(Live)= 0.03 in 0.17 in OK 16% Defl(D+L)= 0.04 in 0.25 in OK 16% 9555 SW Lewis Lane, Tigard, OR 97034 Calcs By Mark Ennis 5/14/2015 (14'x24'=336sf) Small Addition to an existing one story house (971)344-0182 Page 7 Jurisdiction: City of Tigard lark-ennis @comcast.nE Post&Beam 4x8 DF#2 I Span(ft) 8.0 ft Trib.Width roof(ft)) 0.0 ft Trib Width Floor 2.7 ft live dead total Concentrated load roof load(psf) 25 12 37 plf floor load(psf) 40 15 55 plf beam wt. 0 6 6 plf Uniform Load(plf) 106.8 46.05 152.85 plfR1 span R2 Concentrated Load 0 lb distance from left 0 ft Reaction R1(left) 427 184 611 lbs Reaction R2(right) 427 184 611 lbs Max. moment(at midspan+PL) 854 368 1,223 ft-lbs Deflection (at midspan+PL) 0.05 0.02 0.08 inches Adiustment Factors CD, Load Duration factor 1.00 CM,Wet Service Factor 1.00 . Cr,Size Factor 1.00 Ct,Temperature Factor 1.00 CL, Beam Stability Factor 1.00 Cf,,, Flat Use Factor 1.00 C,, Incising Factor(pressure treated) 1.00 Allow Stress Adj Fac Stresses with Adjustment Factors Shear F„'=F„CDCMCtC; 165 1.00 Fv'= 165 psi Bending Fb'= FbCDCfCLCMCtCf„C,C, 900 1.00 Fb'= 900 psi DeFlection E'=ECMCtC; 1,500,000 1.00 E'= 1,500,000 psi 4x8 DF#2 Section Properties A = 26.25 in2 Sx = 32.8 in3 1 = 123.0 in4 Actual Allowable Actual/Allowable Shear Check Vallow(D+L)= 611 lbs 2,888 lbs OK 21% Bending Check Mallow(D+L)= 1,223 ft-lbs 2,461 ft-lbs OK 50% Deflection Check Defl(Live)= 0.05 in 0.27 in OK 20% Defl(D+L)= 0.08 in 0.40 in OK 19% 9555 SW Lewis Lane, Tigard, OR 97034 Calcs by: 5/14/2015 Page: Jurisdiction: City of Tigard Mark Ennis L-1 Lateral Design: Seismic vs Wind The lateral loads will be transferred to the exterior walls by the roof diaphragm. The calculations will show that wind governs design and the largest shear per linear foot on any of the new walls is 133 plf.This value is very small and will be resisted by 7/16 OSB sheathing with 8d at 6/12 nailing which is good for 280plf per Table 2306.3. All New Exterior Walls 7/16" OSB Sheathing with 8d at 6"/12" OC �, #�r ;, lr' ; ,. r )6.-Ni_ ' ' F ,`\\\\\\\\\\• •\\\\\\\\\\\t1\\ \000..\\\\v\\\\\\\\\\13, 5 _ Wind Load k._. _.___ 13._3. Side to Side 1E / (E)GRI SPAGE ' Case B ACCESS la e , , REG jTER CLOSET 4, 4' x 5%1 ; i 3 i :on $ im #. t -- 1 -_ !4 oo oo MASTER BDRM • i13' 3-x 13'•5 ' ''t T I _ i i G.Ntr0' ,• _ - IT-1 112" + -- t- i jr, Wind Load Front to Back Case A Floor Plan showing grids, shear wall locations and lengths • (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane, Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-2 Lateral Design-Seismic Seismic Design using Simplified Lateral Force Analysis Procedure per ASCE7 12.14.8.1 V= FSDiR x W 0.1106 x W = 1074 lbs V=seismic base shear ASCE7(12.14-12) E(ASD)=V/1.4 767 lbs(service) F= 1.0 F=1.0 one story, F=1.1 two story, 1.2 three story 5D5= 0.719 USGS Maps,5%damped,spectral response acceleration parameter,short per. R= 6.5 R=component response modification factor from Table 12.14-1 A W= 9712 lbs W=effective seismic weight of building Seismic Design Category=D (Table 11.6-1) Risk Category=II (OSSC Table 1604.5) Soil Site Class: D=Stiff Soil (ASCE 7-10 Table 20.3-1) Weight of House: Roof 12 lb/psf 420 sf 5040 lbs Exterior Walls 8 lb/psf 416 sf 3328 lbs Interior walls 6 Ib/psf 224 sf 1344 lbs 9712 lbs Lateral Design-WIND MWFRS(Main Wind Force Resisting System)Envelope Procedure,Enclosed Simple Diaphram Low-rise Ultimate Wind Speed 120 mph OSSC Figure 1609A, ultimate wind loads Expsoure Wind: B Roof Angle 25 degrees 6:12 mean ht of roof 11 ft least horiz dimen 38 ft a=min(.1b, .4h)>=max(3',.04b) .1b= 3.8 a= 3 <-- Governs .4h= 4.4 2a= 6 • WIND vs SEISMIC lbs R + t+#t��# Case A Total= 2434 1074 <-wind governs +i #�#� Case B Total= 4285 1074 <-wind governs its` ,•� s /0°°P 440 two 11146. CID -�s%% Cris a (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane, Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-3 Lateral Design-WIND Simplified Procedure per ASCE 07, MWFRS-Front to Back-Case B 0 Ai a VOITION I I • D - 5' s ' A C A $i.,:. 6` 1z! . 6' Horizontal Pressures from ASCE 07, Figure 28.6-1(psf) 120psf values, 20 degrees=4:12 roof pitch Minimum Values per A B C D A B C D 31.6 -8.3 21.1 -4.6 psf 16.0 8.0 16.0 8.0 psf Wind Load Calculations-Actual Wind Load Calculations-Minimum # Area psf wind load # Area psf wind load A 96 31.6 3034 lbs A 96 16 1536 lbs B 60 -8.3 -498 lbs B 60 8 480 lbs C 96 21.1 2026 lbs C 96 16 1536 lbs D 60 -4.6 -276 lbs D 60 8 480 lbs Total Wind-Side to Side 4285 lbs <----GOVERNS Total Wind-Side to Side 4032 lbs Wall#,level Area-Wind Sail (sf) Wind Load-Strength(Ibs) Wind Load-ASD=/1.6 1, roof 48A+60B+48C+60D= 1755.6 lbs 1097.3 lbs 2, roof 48A+60B+48C+60D= 1755.6 lbs 1097.3 lbs (14')(24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane,Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-4 Longitudinal Direction -Shear Walls 0 0 Ci-CO moor TO 1MTG#(f)T"r POOP TO W►TtN aki r* -, 1 _ i - — { d TO r wYC$ Wall 1 1097 lbs (service) Wall 2 1097 lbs (service) Front to Back Wall# Lengths Vwlnd lbs(service) Length ft Shear plf Wall 1 5,4.5 1097 Wind Governs 9.5 116 Wall 2 14 1097 Wind Governs 14 78.375 Side to Side Wall 1 Wall 1 Wall 2 Shearwall Length (ft) 5 4.5 14 v wind (PIf) 116 116 78 Swan Type A=6/12 A=f/12 A=6/12 Vwind lbs 578 520 1097 Height(ft) 8.0 8.0 8.0 OTM (ft-lb) 4620 4158 8778 Roof DL(12psfxTrib Area) 1092 1014 2184 Wall DL(10psf x Wall Area) 560 520 1120 RM (ft-lb)w/1/3 reduction 2767 2313 15496 (Uplift+, No uplift-) lbs 371 410 -480 Holdown Small Uplift Small Uplift No Uplift s-v r 34 No Holdown • (14'x24'=336sf) Small Addition to an existing one story house Cams By Mark Ennis 5/14/2015 9555 SW Lewis Lane,Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-5 Lateral Design-WIND Simplified Procedure per ASCE 07, MWFRS-Side to Side,Case A ) 1 J1001TIOIt ' I 5' ._; B p s 4 } 1 A ` g 6' 8. Horizontal Pressures from ASCE 07, Figure 28.6-1(psf) 120psf values, 20 degrees=4:12 roof pitch Minimum Values per A B C D A B C D 31.6 -8.3 21.1 -4.6 psf 16.0 . 8.0 . 16.0 8.0 psf Wind Load Calculations-Actual Wind Load Calculations-Minimum # Area psf wind load # Area psf wind load A 48 31.6 1517 lbs A 48 16 768 lbs B 30 -8.3 -249 lbs B 30 8 240 lbs C 64 21.1 1350 lbs C 64 16 1024 lbs D 40 -4.6 -184 lbs D 40 8 320 lbs Total Wind-Side to Side 2434 lbs <--Governs Total Wind-Side to Side 2352 lbs Wall#, level Area-Wind Sail (sf) Wind Load-Strength(Ibs) Wind Load-ASD=/1.6 A, roof 24A+30B+32C+40D= 1000.6 lbs 625.38 lbs B, roof new wind load 100%on new wall 0 lbs 0 lbs (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane, Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennisCa@comcast.net L-6 Longitudinal Direction - Shear Walls 0 ii ACIOMP4 1111 Wall A 625 lbs (serve e) `` - " A VA . __I ric. r i Aimmimillmmmm Side to Side Wall# Lengths Vwind lbs(service) Length ft Shear plf Wall A 24 625 Wind Governs 24 26 Side to Side Wall A Shearwall Length(ft) 24 vwind (plf) 26 Shearwall Type A=6/12 Vwind Ibs 625 Height(ft) 8.0 OTM (ft-lb) 5003 Roof DL(12psfxTrib Area) 936 Wall DL(10psf x Wall Area) 1920 RM (ft-lb)w/1/3 reduction 22962 (Uplift+, No uplift-) lbs -748 Holdown No Uplift No Holdown (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane,Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-7 Maim Wind Farce Resisting System - Method 2 It S 6*It. Figure 264-1 J Design Wind Pressures Este/aged Buildings Walls & Roofs • 0 k444cat 4%low sootilit. Millwillillea CD .- ditillr41....■ 01 - I E11.4 I ''''''.....', `....„. 444111111. 4401 - 0 .4-.•II lb.- 111111111111111 I Cue A «.<.,r fi r. +rte i .. 4 r�//�/ Case B I. Phnom dawn we epplid a the harkened aid var1onl pt retions foe cgtotewe h at k-30 ft Vim). Mutt to other 4rrems ad MOM @VA auhl lister 1. 2. The lead poaane shown*all be applied to each eo.vee of the building in ewe es du rdremm acne.(See Pig 28,4-0 34, fieCese BenY-0•. 4. Load earn I shod 2 ma be decked for 29°c B s 43°. Lod use 2 d 2S'is provided only he brimpolattoe beam'2?and 30°. I plus end miaw sips elgn*pRnarwr aotias toward attd away from the predated relic s,ae.peaively. 0. For root d opes other then those shown hoar alspoLfs te permitted. T. The toed horizontal toed dull not he kme than That determined by resuming ps—0 inseam B b O. S. Wlieov eon.E or a fahr on•goof otiebtel an the wi■droned tide of the building,two Huh and Gem he the passim an tie Im m & prujeotioo oldie ovations. Oh+xh®p as the leeward and aide edges Sall have the brio 10111,resew applie d, 9, Notation: a.• lO percent of leas barroom!d1mmeion or 0.4h,whichever;ia mllar.but not Ime dim either 4%of leant horisnni al dhmemlon or 3 0(119 m). k Idea roof height,a diet(rtrears),otter that tow hit thetl be used fix roof onglee'e Ir. d' Anak otphat oftoo(frc n hence.att.in do ream 10. For Lead Can A.the @sufree ent KA:0►.velum n.jhr,c in lane 2 end 2&�Mta ikd an Rena t/ffi for a disown frhah the edge of roof oimurtieberirirhtnl timrrtsraer:, .1.:buddng ehsalmit $title lint or 23 tnrnth the woo bast at be wall,wheclwver is lass.the remair,Y_r or-%„nc 212E to de ripe IineABU use the memoir coefficient euct for Zone 11E (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane,Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-8 Main Wind Force Resisting System-Method 2 h S 60 111. Figure 25.6-1(coned) ' Design Wind Pressures Enclosed Buildings Walls& Roofs Simplified Design Wind P rassurs ,pt;» (P f) (Exposur•a at n.30 6. wan r= o.o) ! toms 9 ze seie w. Row O Notlanl f vwwuws %Mo a wossur.s Ovireimqrs Spiro Angle 4m01) (440014 + A 8 G 0 E F G M Earl Go• 1S X0,0 10A �1 01 10,0 -104 423-32.3 110 MAN III NO -To a fEiu MI -tai 1:o EMI 42.3 43153 MI 24.1______ Y=Li='i Man MIA iti I11C MEI EMU MUM itJ�tlJ =DM Iu Eta/ wit 15 7 -5.7 S;,t:U •15.4 -17.5 -11.5 a 1=dm i 1 fkLt!Et/SLLR 1 i MUM MLR f i i L f:J 115 m Emu •t as Z's E1 sa -".4 o e3 ' 11M3M MALI i.'la st3a MGR M2-I MASI 111 IMI MIA SL.-if Mall Si ILIA Mt3M MILE Mal KIM NUB IQL51 NMI EtZ1111ri.al MAN ra ULM.ib1•Mal MLR=AI SUM SUM f1i11111 f a Mal �f sill I f L6>i ft3sa MLR ELAM ELM MUM llama it M.:1M 120 2k77 4B' .4p 3]1 7:x3 26.1 121 20.4 140 9.9 -7 7 MI 4.0 .103 V ■111 it.1a S' -I SIMI fi =t ELAM f�ilaa MIMI ir1a fClaa SL11i LI U L •MII Mtn a SL,3a l Slit V 111.31. MINIM ri.5i MAI iSa MOM Main a'. a -54 304 .1 _ -46.1 -25.7 130 �' 5.5 14„0 ,30.4 .10,0 1s,4 ri� .43.7 4 7 -11.1 -t6 -7,1 - b 45 ® 20.0 240 m -AQ 10.0 Ma 109 SIL�f•V Ma. M6a It"e ALM IMAM MIN 111111111 390 El 111 1 IA •52! 409 140 20 MI IILIM •Q 3 37.3 Mai EWA 11111./J1 -52 3 -40A 25 39.0 -17,7 ,23.a -u s f �7S B --- ! 4p -12.8 -19 1 l0b4- b 5! 27.0 �t9 t■ mU 5.0 I 11 .12.3 144 Mi nag 1MAA111 LMILMINAlli MIELL Man ILIA SLL�Y MEI MUM -11,0.1J1 Mal Ui ELM Mall Mani ILIA 15 0 44.8 -14.0 ate E!- -28.0 -19,8 -21.4 MILE W Off • 25' 44.0 IT 32.4 7 4 -15.1 47.1 .141 -219- arrD 41,6 2 -- - - -7,S -14,7 -2.1 44 30 b 45 1 40,1 27,4 31,9 22.6- 3,1 -24.4 1 0 -309 14,1 •16.1 2 40.1 27.4 31.9 220 154 -12 0 134 44 .14,1 -151 Unit Conversions-l.1 ft-0.304$i1; 10 pat -0,1479 kN/m3 (14'x24'=336sf) Small Addition to an existing one story house Calcs By Mark Ennis 5/14/2015 9555 SW Lewis Lane,Tigard, OR 97034 (971)344-0182 Page Jurisdiction: City of Tigard mark-ennis @comcast.net L-9 II= Design Maps Summary Report User-Specified Input Report Title Jones Addition Fri May 15,2015 03:17:56 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data avadabie it 2008; Site Coordinates 45.4288°N, 122.77559°W site soil classification Site Class D -'Stiff Soil" Risk Category 1/111111 2mi _ 1500Mn e t e■ 10, 'ate ti it �.! TM .. 0 i „ �■ - -.. "441�Pkk r 'i 4, Firm ngWa -0! .yI M1�ij g '-' 3... 4.d .r- ' e :, , ake Oswego 41 h 4. • 4, Mme.: r.'8 s'.• , / A M = R I r• d T latin , , ed rnapgU@St 02015 MapQmst •- *02015 • 0 MapQ USGS-Provided Output Ss= 0.970 g S11,= 1.078 g Sr= 0.719 g S,= 0.422 g S1,1 = 0.666 g S = 0.444 g or information on how the SS and S1 values above have been calculated from probabilistic(risk-tangled)and ietermirnsbc ground motions i the direction of maximum horizontal response,please return to the application and weed the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.55 0.64 0.00 o sc 0.77 0.40 Ot 0.66 01 N 0.55 H 0.40 ) 0.32 0.44 0.33 0.24 • 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.G0 0.00 1.00 1.20 1.40 1.60 1.10 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period,T(sac) Period.T(sec)