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20100044 Permit Pkg 042010City of Yelm Community Development Department Building Division Phone: (360)458-8407 Fax: (360)458-3144 Applicant: Name: AHO CONSTRUCTION Address: 5512 NE 109TH CT, STE 101 VANCOUVER WA 98662 Property Information: site Address: 10041 COCHRANE AVE SE 12 Owner: AHO CONSTRUCTION Assessor Parcel No.: 56510001200 Subdivision: Contractor Information: Name: AHO CONSTRUCTION Address: CHAD 5512 NE 109TH CT, STE 101 VANCOUVER WA 98662 Contractor License No.: Project Information: Project: NEW RESIDENTIAL BUILDING Description of Work: PLAN #1727 LOT 12 JOHNS MEADOWS Phone: Expires: 0/00/0000 Sq. Ft. per floor: First 1727 Heat Type (Electdc, Gas, Other): GAS Second Third Garage Basement Fees: Item NEW RESIDENTIAL BUILDING MECHANICAL PLUMBING a7n Contractor Fees AHO CONSTRUCTION $12,554.23 AREA HEATING $ 71.75 WATERWAYS $ 104.00 TOTAL FEES: $ 12,729.98 Applicant's Affidavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in wnformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a wntractor, I further certify that I am currently registered in/t~/}e~/Sftate off WashiOgton. Signature L 'T 'nnt'/ " /L- Date y - a~ - / ~ Firm 4"*^n l..Ov~S~C..,~ io„` ~ .1N~ Permit No.: 20100044 Issue Date: 4/20/2010 (Work must be started within 180 days) Phone: 360-491-6632 Lot: 12 OFFICIAL USE ONLY # Sets of Prints: Final Inspection: Date: By: "!~i i` City of Y~lm i36D) 458-54n~ F'EC#: OOOC7~96 4lCO/?010 1:53 F'N OF'ER:r.U TERN: 001 REEK: TRAM: 33.oona HUILDING FEfi'NITS ~oiooo5o 11.6D4.53CR AHO CONSTRUCTION i`,4~`, GREEtdHRIER 5T 5E 44 BLD-RE5'_ 11~449.79CR NECH ?1.75CR F'~ S.,.OO~R IRAN: ;,3.0000 HUILDIIIC FEh'NITS 0100045 12 377.15CR AHO COidSiRUCTION 16451 G,4EENHRIER ST 5E 45 HLD-R'E51 1_?,157.'ROCRI hiECH 7S.~=CR FL 11i.OCG'R TRAM: 33.0,]00 HUILDIPIG PERMITS ~O100r,44 11, 535.0?CR' AHO CONSTRUCTION! 10041 COCHRANE RUE SE i? HI_D-RESi 11,6~3.3?CR MECH ?1,i5CF' F'L i04.0pCR TENDERED: 354316.75 CHEC'Y AF ~.°L IED: 35.516.75- CHAPlr,OE: O,On ~. YELM COMMUNITY SCHOOLS PO BOX 476 YELM WA 98597 Clerk: Gerber Terminal: 1 Receipt: 1232241Reprint) Manual Receipt: ~iAi NA'., .oho Construction I, Aho 4I7Y2010 11:06 AM ~t~..__i_C2q~--------------- Price 1 CFtREV,2900 8340.00 MIiTG~TION 07-017 Lots~l,;;r44 & 45 -Michael Mastro Subtotal: 8340.00 Tax: 0.00 Total: 8340.00 Check 8340.00 1069 Change Due: 0.00 REPRINT RECEIPT THANK YOU a aao ooc~ r ~ iZ ~J~ OCk P1.~,~r CITY OF YELM RESIDENTIAL ssUILpING PERMIT APPLICATION FORM I DOS'! CfiC /, r~ n I° ~ ~ s~ Project Address: ~ oC-'L 'p\ ar.. Parlce~l #: ~S~(c ~S~G/(iU / Z o ~ Subdivision:~o~.wi Ilrlrad~l Lot #: Plan #:~ /~~ _ Zoning: New Construction ^ Re-Model I Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other Project Description/Scope of Work: A~ PvJ ~ ar.Saf e~: o~n Project Value: ( / Building Area (sq. ft) 1s` Floor :'~~~ ~2ntl Floor;, _ Garage _7?~ Deck Basement Carport Patio # Bedrooms # Bathrooms? ~' Heating: AS THER or ELECTRIC (Circle One) Are there any environmentally sensitive areas ibcated on the parcel? No If yes, a completed environmental checklist must accompany permit application. BUILDNG'®WN,_ NA:~V.o Cfl-~~r~.ca~o.-, '2. T.ne. ADDRESSSSId rVE IOq"' C~ _STE /ol EMAIL Cb.a.a~4MoCo+~saouc~_a.~.@on. CITY~c,..eo~.J~ STATE WJ+ ZIP 9 8663 TELEPHONE 3xE, - 491 - 6631 ARCI~ItTE~_ NGI'I~~-• .~v.s el' or LICENSE# ADDRESS~~~ ^O aJ E H4;`` G'•rel,_ 'EMAIL CITY UOnCov./.cr STATE ~.~A ZIP ci S68a.- TELEPHONE 360 • 6oO - 6oS4 ,~ EN RAL C®NTRA,~CsTO Ow~~-C' TELEPHONE ADDRESS EMAIL '`' CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # TE CITY LICENSE LICENSE # TELEPHONE 36o- 737 - 0 811 CITY Copy of mitigation agreement with Yelm EXP DATECITY LICENSE if applicable. I hereby certify that the above Information is correct and that the construction on, and the occupancy and the use oT the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. .~ Applicant's Signature Date Owner 1 Contractor I Owner's A ent I Contractor's A en Please circle one.) All permits are non-transferable and will expire if work authorized by such permit Is not begun within 180 days of issuance, or if work is suspended or abandoned for a perl`~ ~ $~ d~~57V ~cll MAR 1 0 2010 105 Yelm Aoenne Weat ~ (360) 458-3835 Yelm, WA 98597 (300) 458-3144 FAX wwro.ci.yelm.uro. ua Johns Meadows Lot 12 PLAN 1727 SCALE: 1 "=20' ~sso~ ~\T 10041 Cochrane Ave. NE s~ APPROVLD ~ ~ ~~ F~ L~ Jam. Q' ~/ APR 0 7 2010 BUJ BY: -------------------- ~Ull~ QI I~~~~~ ~G_ :~r~ °.:°;~.°"` lj^~~ !`% '. °'_=: AEI ,,, , ~. ,G.,_ G::=;= " f:.^. T '' ~ TTY Affil CI':ii~Tn'14=(,~~~ ~. (~ H~_, ~ 'b -' o; cmT ?t1ir~~n~yc °~5 1?"° ,::~~J..~ _.. r';FU7 CQ6;; ~ `:u~: TTY!`; IGOY~ CCC~:FA~!E AVE s: . . ~, TF~AN: ~3.GGGG i!IJILPIi+'6 f'EGiiT~~ ?G?GGG4h "F I'CF' RHG CrNSTRUCTI~r 1GG'fi CGCHF'.A~:'E r,U~ SE °~ HI s -RE .l 755.' JCF; P TEPfDEREP. ^auGS.l'? CrE^I~. CHAF!.r,E: G. ~~G 64I22/2ees 1e: 29 '~ wrightsoft~ 3667376946 Load Short Form Entire House Area Heating & Cooling AREA HEATING COOLING PAGE 62/02 Job; Date: Apr R2, 2ooe By. ~ Project Information For. 2060 2 story, AHO Construction ~ • o Htg Clg infiltration Outside db (°F) 23 83 Method Simpllfled Inside db (°F) 68 75 Construction quality Semi-tight Design Tb (°F) 45 8 Fireplaces 1 (fight) Daily range - M •Inside humidity (°/a) 50 50 Moisture difference (gr/fb) 37 -2 HEATING EQUIPMENT Make Trade Model LAMA 1D Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 80 AFUE 0 Btuh 0 Btuh 0 °F 927 cfltt 0.040 cfmlBtuh 0.00 in H2O COOLING EQUIPMENT Make Trade Cond Coil ARI ref no, Efficiency 0 EER Sensible cooling 0 8tuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 927 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0.00 in H2O Load sensible heat ratio 0.99 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (R~ (Btuh) (Btuh) (cfm) (cfm) main floor 999 12591 12130 501 560 upper floor 1061 10701 7941 426 367 Entire House d 2060 23292 20071 927 927 Other equip loads 3225 569 Equip. @ 0.88 RSM 18142 Latent cooling 165 rnrnn.c. nnen nae°~ eor°n~ n~~ nn~ uar ~u D~yM~4~o-- L~p ovo p~Tu ~~ y~lC ~g~g~~gD MAR 1 0 1010 D Printout terrified by ACA to meet all requirements of Manual J eth~d.' °---------------- °lRfr ~ - '`' • ~ yy~IghtSOfY RlgnbGWleTM llnNareu17.0.a2 RSUOG1pe 2008-Apr-2]. 10320 AC,I.A C:10ocumente and 9eClnps\OaII1My Oocumrnt°wHO~oao,Np Celt n MJB OrlenleUon m E Papc 7 STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2006International Residential Code (IRC) 2006 International Building Code (IBC) This engineering pertains [o [he design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to they framing and foundation plans. 1. Dead Load: A. Roof .............................................................. .....1 S Psf B. Floor ................................................................ .....10 psf C. Exterior walls .................................... ............... ..... IO psf D. Exterior walls with veneer ........................................ .... 50 psf E. Interior walls with gypboard each side .............................. .......5 psf 2. Floor live load :............................................................... .....40 psf 3. Snow load: A. Uniformly distributed snow load on roof ......................... ......25 psf 4. Wind load-based on ASCE 7-OS Method 2 Analytical Procedure : A. 3 Second Gust Wind Speed ........................................V =110 mph B. Exposure ................................................................ ...........B C. Importance fac[or ................................................. _... ....I = 1.0 D. Topographical Factor ...........:..................................... ..Kzt=1.0 E. Wind Directional Factor .............................................. Kd=0.85 F. Structure classified as ................................................ ..enclosed 5. Seismic load -based on ASCE 7-05 Section 12.14 A. Mapped Spectral Acceleration for short periods ............ ...........Ss=1.0 B. Mapped Spectral Acceleration for I second period ......... .........S1=0.34 C. Soil Site Class ................................................... ..................D D. Ductility coefficient ............................................. ...........R=6.5 E. Seismic Design Category ....................................... .................D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2006 Table 1804.2...........Soil Class # 5 B. Maximum vertical bearing pressure ..................................1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally a[ top ..................................35 pcf B. Walls restrained against lateral displacement az top ...................45 pcf 8. Concrete: A. 28 day design strength F'c ..............................................3000 psi B. Reinforcing bars ....................................... ASTM A615, Grade 60 ~~!yy.~~p V`"lsO Project QUID CONSTRVGTIOI~ - I7 Z7 'Jt~~'OQ y /4'N~ ~ Category STRUCTURAL INFORMATION Pm3ect No. Sheet SI-1 ~ ¢ce93 ~ .~ ~~ moral Eng'4~ zi6o8 N.E. 49th Circle Vancouver Washington 98682 Phone: (360) 600-6084 Fax: ~~~ ~~r1L~ MAR 1 0 ZDii, SEISMIC DESIGN BASED ON ASCE-7-05 12.14 Simplified AFtemative Structural Design Criteria for Simple Bearing Wall Systems 1'2•SD5 W SEISMIC BASE SHEAR ~ (Eq.12.1411 with F=12) V .- R Ss mapped spectral acceleration for 55:=1.00 short pa nods (Sec. 11.4.1) from USGS we b site 55 mapped spectral acceleration for Sty 0.34 1 second period (Sec. 11.4.1) Fa Site wefflclent (Table 11.41) Fa'- 1'1 Based on Soll F~ : 18 Slte Class D F„ Site mefFiciant (Table 11.42) Srns = Fa'Ss Skits =1.1 (Eq.11.41) Sett = F„•St ~ SMt = 0.61 (Eq.11.42) 11.4.4 Design spectrum response acceleration parameters 2 Sos:= 3'Sras S°s=0.73 > 0.509 SEISMIC CATEGORY 2 D PERTABLE 11.6-1 Srn ~ 3'SMt Spt = 0.41 1.2•Sps R 6.5 Table 12.141 WOOD SHEAR PANELS V:= •W R 1.2.0.73 V:= ~W V:= 0.135~W 6.5 124 Seismic Load Combinations E~ 1.3•V (Eq.12.43withredundancyfactor=l.3per123k.2) WSD:=0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS ~aers p ~`°~~ A N o - I ~ 2-r Date 3-Il• 09 By i~~ ~ Category LATERAL ANALYSIS Project No. 2~a93 Sheet L-~ C ~S G~ 21.608 N.E. 49th Circle Vancouver Washington 98682 ~Ur ;t,~ al End Phone: (360) 600-6084 Fax: (360) 944-0538 SIMPLIFIED WIND AND SEISMIC CAMPARISON WIND r 1t psf psf Wind Base Ht Shear T Length L:= 52•ft Height Ht := 17•ft SEISMIC Fr ~ Wroof Wwal I WIND= L•Hi•(11•psf + 7•psf) Seismic base Shear l~ A,~ := 52•ft•44~ft W,~ Pt~•15psf+2•(4.5•ft•57•ft)•10psf Wwa~ls ~= 2~8~ft~52•ft SEISMIC= ~P,r~•15~psf + WWe~i,~t0~psf~~0.123 WIND =159121b W~ = 3945016 SEISMIC= 5244.7216 WIND GOVERNS DESIGN fiaerso Project q N o - I -- 2'( 3t i,. 09 BYE ~ ~ ~ ~ Category LATERAL ANALYSIS P>~~q,~• sheei 2 >r G ¢~~ ~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~~~'al En~~~~ Phone: (360) 600-6084 FaX~ (360) 944-0538 WIND DESIGN IS BASED ON A SCE 7-05 METHOD 2 -ANALYTICAL PROCEDURE (Figure 661 VELOCITY PRESSURE qz:= .00256~Kz~ICn•ICd•V2•I (Eq.6-15) EXPOSURE B WIND SPEED (3 second gust) Vas := 110 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Krt:=1.0 WIND DIRECTIONAL FACTOR ICd:-0.85 Table 6-4 EXPOSURE COEFFICIENT 0'-15' Kz :=0.57 qz:=.00256~ICz~ICrt•ICd•V3a2~1 qz=15.01 (van e s /height) Z 15'-20' Ki :=0.62 qz:=.00256•Kz•ICn•ICd•V3s ~1 qz=16.32 20'-25' Ki :=0.66 qz:=.00256•Kz'Kzc'Kd~Vas2~l 9z=17.38 25'-30' Ki := 0.70 qz:= .00256~IC1•Krt~ICd~V3s2•I qz=18.43 WIND PRESSURE P:= gz•G~CP G:= 0.85 Gust factor CP pressur e coefficient AT WALLS 0=15' WINDWARD P,,:=15.01•psf~0.85~0.8 Pw=10.21 psf LEEWARD P~:=15.01•psf~0.850.5 P~=6.38psf 15 20 WINDWARD Pw ~ 16.32•psf•0.85~0.8 Pw = 11.1 psf LEEWARD P~=16.32•psf•0.85.0.5 P~=6.94psf AT ROOF 15'_20' WINDWARD Pw:=16.32•psf•0.85.0.3 Pw=4.16 psf LEEWARD P~:=16.32•psf•0.85.0.6 P~=8.32psf za_25' WINDWARD Pw:=17.38•psf•0.85~0.3 Pw=4.43psf LEEWARD P~:=17.38•psf•0.85.0.6 P~=8.86 psf fiaerso Project A ~ O - I -~ ,Z~ /i Date 3-11.09 By ~~ ~ ~ ~ Category LATERAL ANALYSIS Project No. 2( 93 Sheet ~ 3 0 Oo ¢'~ 2a.6o8 N.E. 49th Circle Vancouver Washington 98682 ~~ral En~~~~ Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DESIGN IS BASED ON ASCE 7 05 METHOD 2 -ANALYTICAL PROCEDURE (Plaure 6$1 wnt. cp-o.3 4.'16 8.32 Assume psf psf Cp--0.6 8 ~ 35 9ft 6 ~' 10.2 ~f 8 ft psf windward leeward Roof Loads WindNard 4.16•psf~9•ft=37.44p1f Leeward 8.32~psf•9~ft=74.88p1f Wall loads Windward 10.2•psf~4.5~ft = 45.9 plf Leeward 6.4•psf•4.5•ft=28.8p1f fiaerso Project A N O - I .-I Z-I /i Date 3-11.09 By f~~ ~ ~ ~ Category LATERAL ANALYSIS ~Z~Oq~J' Sheet N ~ G ~S ~ z>!6o8 N.E. 49th Circle Vancouver Washington 98682 ~Ural En~~r~ Phone: (360) 600-6084 Fax: (360) 9q4-o538 wt.~o o,~, RooF W G - 141 P~~- ~9 GV Gb ~i~ o ~ ~ o ' ~ ~ ~ ~ ~ ~ i O ~ i ~ ~ i ~ ~ ~ ~ O ~ ~ i i ~ ~ i O ~ i ~ ~ ~' ~ ~ O ~ ~ _ ` __ - __ ` i _______________ ~ _________~ O i I ' 1U7 ~ \ \ i i ~ ~ J ~ ~ ~ \ `\ i O i ~I u • i ` i _ _ ~ O 1 , i _______~ ~ O i ~ I ~ ~ / / ~ ~ i i ____ __ - __ i i i ~ l+n uO Project nH O I~ Z7 Date u ~6~ q By ,~,.„f4 ~ Category ~Ys1S 2A~ 4 ~ Project No. Sheet „la. , ATE 21.93 ao ;C~ ~' 21608 N.E. 49th Circle Vancouver Washington 98682 F 6 8 ~'ral En~'4 ax: (3 0) 944-053 Phone: (360) 600-6084 W I r1 Q O N w.~t-t-5 31~z 3102 ® 4co5~ d ~2L13 ~~0 Project AF{O ~'12'I j~y~pq BY,4r„~Q. Category lATena.~ ANALYSIS Project No. 2(o9~j Sheet ~-~ ~ ~~ ~ 2i6o8 N.E. 49th C4rcle Vancouver Washington 98682 F 6 8 ~ral EII~4 ax: (3 0) 944-053 Phone: (360) 600-6084 __ ~ 33 SHEAR WALL DESIGN Pdl Pdl Wdl ~ v Y u ~_ P (~ P:= wind .~ ~ V := seismic h R=Holdown 1(/ Force Based on 2006 IBC Basic Load Combinations 1605 31 0.6D + W 0.6•D + 0.7 E Overturning Moment: Resisting Moment Holdown Force (Equatbn 16-14) (Equatbn l6-15) M,r := P~h LZ Mr~ 0.6•~Wai+Wwau)•(Z +0.E+•Pdi•L Mot - Mr R := L ~dersO Project A N O - I .-~ 2_( Fi Date 3-11.09 By f~~ ~ ~ Category LATERAL ANALYSIS Project No. 2b93 Sheet ~~ ~ O~ e,~~ 21608 N.E. 49th Circle Vancouver Washington 98682 ~4ra1 En~~~~ Phone: (360) 600-6084 Fax: (360) 944-0538 Right Elevation Shear Walls Wind Force P:= 3102.16 Length of wall L:=14~ft+11ft+4ft+4ft P Shear v:= L 4 ~ft Overturning Mme: P•9•ft•33 ft Moment (`}'ft)z Resisting Mr:=.6•(15~psf~23~ft+10~psf•9~ft)~ 2 +500.16~4~ft Moment MoC - Mr Holdown = -176 I b Force 4~ft Left Elevaton ShearWalls Wind Force P = 3102~Ib+ 154616 Lengthofwall L:=22•ft+20~ft P Shear v:= ~ Overturning 22'ft M~:= p.y.ft._ Moment 42•ft (22•ft)Z Resisting M~:=.6~(15•psf~23ft+10~psf~9~ft)~ 2 +500~16~22~ft Moment Mot - Mr Holdown = -237516 Force 22~ft P = 310216 L=33ft v=94plf M~ = 338416~ft M, = 40881b~ft P = 4&481 b L=42ft v=110.67 p1f O M~ = 21912 I b ~ft Mr = 7416216 ~ft ~del'SO Project A , 1 O - I -~ 2.-~ H YI Date 3- I1- 04 By Pry ~ ~ rn ~ Category LATERAL ANALYSIS Project No. 2~ag3 Sheet L-~ ~ . ~~ ~;~ 27,608 N.E. 49th Circle Vancouver Washington 98682 ~ e Leal En~~9 Phone: (360) 600-6084 Fax: (360) 944-0538 Shear Walls at Front Elevation at living Room Wind Force P:= 2613.16 Length of wall L~ 3•ft+5ft L=Bft P Shear v:= L~ v=326.63pif Overturning 3 Moment ~ ~- P 9 ft 8 3~ft)2 Momelig Mr~ .6~(15•psf•3•ft+t0~psf~9~ft)~( 2 +500•Ib•3•ft Mot - Mr Holdown 3 ft = 2318.1316 Force Shear Walls at Rear Elevatio Wind Force P:= 4654.16 Length of wall L:=6•ft+8•ft+10ft+4ft P Shear v:= - L Overturning 4 Moment 28 N T'(t to (4'ft)Z Resisting Mr:=.6~(15•psf•3~ft+10~psf~9~ft)~ 2 +500~Ib•4•ft Moment //Mr ~-l Holdown = 833.9316 Force 4~ft Mat = 8818.8816~ft Mr = 1864.516•ft P = 4654 Ib L=28ft v=166.21p1f plot = 5983.7116•ft M~ = 26481b•ft fiaerso l~~ rro~eet A N o- I ~ z-~ Date 3- l l- 0 9 By fk~ ~ ~ Category LATERAL ANALYSIS Project No. 2693 Sheet L ~ ~ G~ ¢~~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~~ral En~'9~ Phone: (360) 600-6084 Fax: (360) 944-0538 fiaerso Project A {~ O - I "I z~ Date 3-II• 09 By Pry ~ `~ Category LATERAL ANALYSIS PTO~ec[ No. 2b93 Sheet L I° ~ Gr, ~'~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~ ~ bra] Eng~9 Phone: (360) 600-6084 Fax: (360) 944-0538 ~~OF F~.AM ~ N (~ Inld = Is psF W~ =25psF o 4 ` z ~ 1 o ~ i N i o 0 4 {~ . , ~ C '~ ~' o O ~` ryi ~~ vi + ~ } ~ i i O _ _ \ __ _ __ ` i i i ________________________~ ` o i , \ \ i i ~ ~ i ~ i ~ `\ ~ i ~ \ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ /g l ~ ______ I \ _ ~ __~__ ~ ~ 1 l _ • (..'d s 31~1r ~c{r w,. = 3x25 s1a 1+A 1770 Project ~K Q I~ Z7 Dat~ D By Category ~f~M4tJ(~ P oject No. 21.93 Sheet F-I ~ ~fi zi6o8 N.E. 4gth Circle Vancouver Washington 98682 ~ ~ 4 Phone: (360) 600-6084 Fax: (360) 944-0538 ral En~ "('tapcl~ Boor= l,oaoS 4xs @EL12 Qldl~l~ MA R . ~~~ ®. ~. ~~ ~ ,---- u 4X9 rYp _ ~. ^ OPT • RO CAR II F~~~I ® f$EAT ROOM GB@s~ IC ~I { 4Yte II i~ 8 N~r~ 4xg 11 ~_.~;--------~; ;~ 1 I. jG II (((iii % .~\ I II ----___-_ ____-_-~-----------------~_m etfiNV2 ~ •~' ~•• ..~_....__-_..~_ Pe 'C 4xi2 -------~ Xl't ~xio ~+~0 Project /ql{O I'12'I 3~~/09 liy ~~ Category ~ILAM I rI (~ Project No. 2ro93 Sheet ~=2 ~ ~ '~ ~' 2i6o8 N.E. 49th Circle Vancouver Washington 98682 6 ) F 8 -0 ' ~ral Ent` ax: (3 0 53 944 Phone: (360) 600-6084 Multi-Loaded Beamf 2006 International Building Code (OS NDS)) Ver: 7.01.10 By: Anne ,Anderson Structural Engineering on: 03- 11-2009:3:16:12 PM Protect: AHO 1727 -Location: GDHR - 3 car Summary: 5 IN x 9.25 IN x 9.0 FT / #2 -Douglas-Fir-Larch - Drv Use 3 . Section Adequate By: 9.0% ConVolling Factor: Section Modulus /Depth Required 8.86 In Center Span Deflections: DLD-Center- 0.06 IN Dead Load: Live Load: LLD-Center- 0.10 IN = U1081 Total Load: TLD-Center- 0.16 IN = U664 Center Span Left End Reactions (Support A): LL-Rxn-A= 1125 LB Live Load: Dead Load: DL-Rxn-A= 707 LB Total Load: TL-Rxn-A= 1832 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.84 IN Center Span Right End Reactions (Support B): LL-Rxn-6= 1125 LB Live Load: Dead Load: DL-Rxn-B= 707 LB Total Load: TL-Rxn-6= 1832 LB Bearing Length Required (Beam only, support capacity not checked): BL-8= 0.84 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 9.0 FT Live Load Duration Factor. Cd= U 1.00 360 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: Center Span Loading: Uniform Load: wL-2= 250 PLF Live Load: Dead Load: wD-2= 150 PLF Beam Self Weight: BSW= wT-2= 7 407 PLF PLF Total Load: Properties For: #2-Douglas-Fir-Larch Fb= 900 PSI Bending Stress: Fv= 180 PSI Shear Stress: Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Fcyerp= 625 PSI Stress Perpendicular to Grain. Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.20 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: f"1= 4.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S- Areq= A= Ireq= 1080 PSI 180 PSI 4121 FT-LB 1539 LB 45.79 IN3 49.91 IN3 12.82 IN2 32.38 IN2 83.44 IN4 230.84 IN4 ~3 Multl-Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.10 ev: Anne ,Anderson Structural Engineering on:03-11-2009:3:18:45 PM Project: AHO 1727 -Location: HDR Summary: 3.5 IN x 9.25 IN x 9.5 FT / #2 -Douglas-Fir-Larch -Dry Use Section Adequate By: 92.3% Controlling Factor: Section Modulus /Depth Required 6.67 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center- Total Load: TLD-Center- CenterSpan Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support 6): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-6= Beam Data: Center Span Length: ~_ Center Span Unbraced Length-Top of Beam: Lug-Top= Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Defied. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: ~ wT-2= Properties For: #2- Douglas-Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: ~ E_ Adjusted Modulus of Elasticity: E-Min= Stress Perpendicular to Grain: Fc~erp= Adjusted Properties ' Fb'= (Tension): Fb Adjustment Factors: Cd=1.00 CF=1.20 ' Fv': Fv = Adjustment Factors: Cd=1.00 Design M= 0.05 IN 0.05 IN = LI2298 0.10 IN = U1110 475 LB 508 LB 983 LB 0.45 IN 475 LB 508 LB 983 LB 0.45 IN 9.5 F-f 0.0 FT 9.5 FT 1.00 360 240 100 PLF 100 PLF 7 PLF 207 PLF 900 PSI 180 PSI 1600000 PSI 580000 PSI 625 PSI 1080 PSI 180 PSI 2335 FT-LB 4.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 ConVOlling Shear: V= 826 LB At a distance d from right support of span 2 (Center Span) Critical shear created by wmbining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Sreq= 25 95 IN3 Section Modulus (Moment): S= . 49.91 IN3 Area (Shear): Areq= 6.88 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 49.91 IN4 1= 230.84 IN4 F-~ Multi-Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.10 Bv: Anne ,Anderson Structural Engineering an: 03-11-2009:3:19:18 PM Project: AHO 1727 - Location: PB Summary: 5 IN x 9.25 IN x 16.0 FT / #2 -Douglas-Fir-Larch - Drv Use 3 . Section Adequate By: 10.5% Controlling Factor: Section Modulus I Depth Required 8.8 In Center SDan Deflections: Dead Load: DLD-Center- Live Load: LLD-Center= Total Load: TLD-Center= Center Span Lefl End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-6= Beam Data: Center Span Length: ~_ Center Span Unbraced Length-Top of Beam: Lug-Top= Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: wL-2= Live Load: Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2° Properties For: #2- Douglas-Fir-Larch Bending Stress ~ Fb= Fv= Shear Stress: E_ Modulus of Elasticity: E-Min= Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Fc~erp= Adjusted Properties ' Fb'= (Tension): Fb Ad)ustment Factors: Cd=1.00 CF=1.20 ' FJ: Fv = Adjustment Factors: Cd=1.00 Design Requirements: M= Controlling Moment: 8.0 Ft from left support of span 2 (Center Span) Critical moment created by wmbining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S- Areq= A= Ireq= 021 IN 0.30 IN = U641 0.51 IN = U379 600 LB 416 LB 1016 LB 0.46 IN 600 LB 416 LB 1016 LB 0.46 I N 16.0 FT 0.0 FT 16.0 FT 1.00 360 240 75 PLF 45 PLF 7 PLF 127 PLF 900 PSI 180 PSI 1600000 PSI 580000 PSI 625 PSI 1080 PSI 180 PSI 4065 FT-LB 935 LB 45.16 IN3 49.91 IN3 7.79 IN2 32.38 IN2 146.30 IN4 230.84 IN4 F- 5 ~OJ~.Ip pc[.IoN 1 r ___ __ ___ __ __ __ __ ___ __ __.__ ___ __ ___ ___ I I I I II I j l 1 I I 1 I 1 I I I I 1 ' 1 I I I I I I I I I I I I I I I I I I I I lII I I; I 1 I I 1 I I I 1 I I i ~ tl I I I I I I I I 1 I 1 I I + I I I i I I I I V> I I I 1 I I I I 1 I I I~ I l l l l l l l i ~ I l l l li ~ 1 1 h A h h • M h h - h ! I 4 ` I I I 1• Ij I 1 I ~ I I I I I I I I I I I I I I I II II 1 11 1 I 1 I I 1 1 I I 'I I I II ~ ~ I II ~~. ~ .~ ___ l _ __ ___ ____ ______ I h ~ I r-----~-- " 1 I I I Ilii l i I I I I I I I I I l II II I I I I I I I I II I II II 11 I ~ ( I I I I _ I I 1 II~~ I{ `_~~ h _ h _ ~ I~ II~~ ~ ~ 2BX2gX12 ; ; I 1 ~ ~ I I' 1 Ilia ~8ao ~ ; ' ~---------- -- -- -- ---~ . ~; ' I; II~~ I' .' ~~ __-___ . r ' I i . i ' L'--'--'- X 1 1 -------'-----'-- ' I '1 i , i I _______ - I N ry ~P1+~ O Project ~ ~ ~ ~72~ Date 3~6~09 By~~ Category ~(LAMIIJ~ Project No. Zv93 Sheet F-(o a ;~ zi6o8 N.E. 49th Circle Vancouver Washington 98682 -0 8 60) F ( ~ moral En~9 944 53 ax: 3 Phone: (360) 600-6084 Foundation Dedan Soil Bearing Pressure SBP:= 1500~psf (assummed) LARGEST ALLOWABLE POINT LOAD ON 12" WIDE PROCTOR FOOTING -ONE STORY HOUSE: total engaged area A:= (18 In + 6•in + 18~in)~12•In A = 3.5ftz Allowed Load SBP~A = 525016 ALLOWABLE LOAD ON PAD FOOTINGS: Size Area 18"diameter A:=9•In•9•In•3.14 24" diameter A:= 12•In~12~1n~3.14 20'k20° A = 20~In~20~1n 28'k28" A:= 28~In~28~1n 32'k32" A:= 32~In•32•in Pall = 264.9.416 Pall = 471016 Pall = 4166.716 Pall = 8166.716 Pall = 10666.716 ALLOWABLE LOAD ON CONTINUOUS FOOTING: Capacty Pall = 1500•psf•A Pall := 1500~ps"f~A Pall := 1500~psf~A Pa11:= 1500•psf~A Pall := 1500•psf•A 12 Inch wide: Capacity 1500 psf X 12 Inches = 1500 plf el+s Q Project Q N 0 Pl A N 1'127 Date 3-II•oq By Ate' ~ Category ~Ra.M(n-C~ Project No. 293 Sheet F7 ~ 'tti+A ~ 2t6o8 N.E. 49th Circle Vancouver Washington 98682 ~'ral En~t' Phone: (360) 600-6084 Fax: (360) 944-0538 U O U ~i F U d e ] ~ o a~ s~¢° ~, 3 a o ;: • "' ~ N {A rj ~ O z o `° U N N ~ v Vt , o ~S~Q iw m g k_oa Sm ~ ~~°~ ~d ~ B a ~t3 p w w o'a i ~ o ~aw§ ~~ ~ ~ ~~. o w°'yo aZ ~ ~ ~ (~WQy rc w m ~ ZZ (Fj1 N rV- 0 ~ ~~ 1~ ~ZOu w~ ~ ~i ~~ ~_Q~ WW nn a a OJem a ~N Q ~ ~L~1 NB Z m N3 Ra ZOr NZ U pW ~~ (lU3 ~m° m 4~ ~ uw m~~ ~ ~ ~~ ~a~~ g itQ~ °1~ o~ ~ ~~~ ~ ~~m ~~ ~u "~ ~~~~ ^4'L~ 00 ~u rU r~LLzQ W~ t)~~ °~m ~~0 ~~ ~~, N Q X 0 W~ ~o z ~ff~ d ~~o wz~~ a~~~ 00 g~go u~ ~~~ ~~~~ Fmk .wa 3~a ~~m ~~ ~~W~ =33 ~~~ C1~~ mj ~a~ ~~a N rc ~:; u$p °~a jNW Vryam rc 0 Qa~ LL b(g~5 a6 g ~6~ ~~ ~,o~ ~, ~: Q nOadd~~ ~~~~ ~ ~' o ~ ~~W~kw~~ m ~ ~~~ ~~o m~ ~~~~ ~ a9~ ~_o~ ~ L~ ~~~ ~gbp ~g~. 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(360) 60o-6o8q Fax: (360) 944-0538 ~S ~ a