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20100045 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: 1Rd51 I~RFFNRRIFR ST SF d5 Assessor Parcel No.: 56510004500 Contractor Information Permit No.: 20100045 Issue Date: 4/20/2010 (Work must be started within 180 days) Phone: 360-491-6632 Owner: AHO CONSTRUCTION Subdivision: JOHNS MEADOWS Lot: 45 Name: AHO CONSTRUCTION Address: CHAD 5512 NE 109TH CT, STE 101 VANCOUVER WA 98662 Contractor License No.: AH000119986C Project Information: Project: NEW RESIDENTIAL BUILDING Description of Work: PLAN 2060 LOT 45 Phone: Expires: 1/03/2012 Sq. Ft. per floor: Heat Type (Electric, Gas, Other): GAS First ggg Second 1061 Third Garage 428 Basement Fees: Item Contractor Fees NEW RESIDENTIAL BUILDING AHO CONSTRUCTION $12,943.03 MECHANICAL AREA HEATING $ 78.25 PLUMBING WATERWAYS $ 111.00 TOTAL FEES: $ 13,132.28 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 wrrect. I also certify that the proposed structure is in conformity 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 contractor, I further certify that I am currently registered in t Sftate®o(Wa/sh~ington. Signature~ /~~i /J nn`" - Date ~ 'a0 - I O Finn W~.~ l:Ov~.S~C..,r~ Vim... ~-. T-w' OFFICIAL USE ONLY # Sets of Pdnts: Final Inspection: Date: By: City of Yalm C3E~4) 459-8402 REC!!: 00021296 4120,'2010 1:53 Fro OF'ER: CO TERN: 001 REF#: TRAM: 33.0000 DIJILDING FERr4IT5 20100050 11.604.53GR' AHO r_,ppISTRUr.TIDN 164`5 GREErdBKIER 5T SE 4ti ALD-RE91 11,449.79CR NEr.H 71.75CR FL 93.OCC~R Tfi'AN: 33.0004 PUILDIrJ9 FE(c'MIi5 24i4o445 i2,3~~.15r.R AHO CCNSTRLICTIOrJ 16451 GREENDRIER ST SE 45 DLD-RES1 12.19?. `~QiR ~H MSC i9.25CR Fl. ll1.40CR TRAIN: 33.0044 DUILDINC FER?iITS 24104444 11.935.Q~cR AH~~ CC~45TF'IJCTION 10441 COCHR'ANE AUE 5E 12 ELD-RES1 11.65'~.;,2Cn NECH 7L75r,R~ PL 144. QOr,F, TENDERED: 35,916.?5 r,,yEr,Y AF'FLIED: 35,916.'5- ----------~,on r,HANr,E: `~ YEi-M f.OMMUNITY SCHOOLS PO BOX 476 YEL.M WA 98597 Cl'er'k: Terminal: Receipt: Manual Receipt: Gerber 1 1232241Reprint) !JAi ~"l NF',.i 4t~o t:onstruction I, Aho 4/U?010 11:08 AM vltY----i`e"'--------_-------Price 1 C~~REV. [300 8340.00 MIlT0ATI0N 07-017 Lots(12;~44 & 45 -Michael Mastro V`~' Subtotal: 8340.00 Tax: 0.00 Total: 8340.00 Check 8340.00 1069 Change Due: 0.00 REPRINT RECEIPT THANK YOU b CITY OF YELM 2t~I C7C7~~ ~j RE~inFNT1AL BUIL~IN[: aFwlulr eaal Ir,ATION FORM ~~;, tfS~ ~h,L'~Y} ~r~f-'I^ J! Parcel #: :S~e.S ~ G C~6 1/~S ~O' Project Address:_ Subdivision:Jo~i ~MecAeaJ Lot #: / •S Plan #: !~~ b~ Zoning: ~! New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other Project Description/Scope of Work:~e~ l'.crnSarv.en: or Project Value: (( / Building Area (sq. ft) 1s' Floor~l_ 2nd Floor ~FQ~~ Garage ~_~ Deck Basement Carport Patio # Bedrooms # Bathrooms~~ Heating: GASIOTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas Ibcated on the parcel? No ff yes, a completed environmental checklist must accompany permit application. ~'UILDING.O,~M"-~:F1~0 ee+,.s~r~.ca~o.~ T T.ne. ADDRESS 551'x. /VE IOq"^ ~ STE /ol EMAIL CHa.a@ a~.o Co..s~rueA:o.-~. @ o>`. CITY ~f c,..eov.J-at^ STATE W~1 ZIP 9 8L61 TELEPHONE 360 - y91 - 6631 ~RC„`~FtI3TEGi NG')NE-- ~ ,nv~ e.C o~ LICENSE# ADDRESS~16o8 ~.t, W4;'~C.rel~ -EMAIL CITY UGnCOU/tT STATE wA ZIP ~868~ TELEPHONE 360 - 600 - 6o Sy GENERAL C®IJTF,~CTO ~~e,w.~ 'AS Owv~a-C" TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # E 3t~ ~ b87 - 13 0 H CITY 6alitln C~co~.,.aSTP CONTRACTOR'S LICENSE P9sdoy FAX 3bo-666-9143 ISo$v,EXP DATE CITY LICENSE # E36D-737-OSII CITY LICENSE EXP CITY LICENSE #_ /Z ;hoots, if applicable. Copy of mitigation agreement with Yelm Commu I hereby certify that the above Infarmatlon is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. ~. rL . ~' ~ Y1~0 ~C.. eT ' ova ~T' SK! Applicant's Signature Date Owner /Contractor / Owner's A .At / Contract9r's Agen 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 pert D t~ ~~BC~~ D (/C, j~ V MAR 1 0 2010 ]OS Yelm Aoenue Weat (38bj~58-,~5.?k.____.____-- Yelm, WA 98597 (360) 958-3199 FAX 'o ur m. c i. ye 1 m. ur a. ua ~ll~ ~~ ~~1~~ _:EI:~e I)1111~Ji:i:~ii :'1=;'~li lli T:i F~ iF'F~;~ iii Tc'`". ;"~~' ~tiH'?L J,(i[i~i:~i F~~T!_:)I~ i'EF;"TTi inn.., 7]•. . t `~fj, lnJUVr. u: ~.': fF, Hi'P ~_Ji~CT~~I ~_~i ifl~I t i ;~n.^ Jn a,ir nl ir: r ~~, a ~~c~ cu' r-. TF'~~?: 33.opoo nLITLUG f'E;~if~= ~ ; ,,7 ter. , _~~, n. i:.:o~t:,.,,~~~r, idt;~o r~iwr,aM,r. ^•~is~ t~E _ .rvi ~ h:^_ ... TRflh: 3;;.Ofj00 6!JTLD'_~?G FEG~`~iT; RNf_1 ~~~4~TF:iI,".Tina t00'b COCHRRt~E ~Uc. SE EF: EI it-EEE1 `ia ' °.4' . TEt:DEkED: ",~ri.5,i? ,ruE~;,, CHA'•'.GE: 0.00 02/24/10 04:29AN AREA HEATING/COOLING 3607376946 ~- wrightsoft° Load Short Form Entire House Area Heating & Cooling For: 1725 sq' 2 story, Aho Construction p. u2 Job: Date: Feb 23, 2010 ey: °~~ Htg Clg Infiltration Outside db (°F) ° 23 68 83 Method Simplified t 75 Construction quality Semi-tigh F) Inside db ( Design TD (°F) 45 O 8 Fireplaces Daily range M Inside humidity (%) 50 50 Moisture difference (gr/Ib) 37 -2 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model Cond ARI ref no. Coil ARI ref no. Efficiency 7.7 HSPF Efficiency 0 EER 0 Btuh Heating input ° Sensible cooling 0 Btuh Heating output 0 F Btuh @ 47 Latent cooling 0 Btuh Temperature rise 0 932 °F cfm Total cooling Actual air flow 932 cfm Actual air flow Air flow factor 0.042 cfmlBtuh Air flow factor O.D45 cfm/Btuh Static pressure 0.00 in H2O Static pressure 0.00 0 95 in H2O Space thermostat Load sensible heat ratio . ROOM NAME A a ad tg h d (Bg h tg AVF H `c~jVF ( ft ; ) ( , c main Floor 802 11025 11935 8986 465 466 531 400 upper floor 923 11D44 Entire House d 1725 22069 20921 932 932 Other equip loads 3120 55D ' Equip. @ 0.88 RSM 18873 Latent cooling 1022 -,c,QO ~oaoa 932 932 I V IHLJ "°" --'-- Printout certified by ACCA to meet all requirements of Manual J 8th Ed. RI9hl-SUlle^' Universal ],0.02 RS000]09 D 0-Feb33 12:96:19 wrlghtsofC ~5' C:U)°cumenls en° Settings\Dell\My UocumentsW~91725.rup Calc = MJ9 Otlenlali°n = E ~ ~ r~ ~ Peg° t MAR 1 0 2010 BY: -------------------- Johns Meadows Lot 45 PLAN 2060 16451 GREENBRIER ST SE SCALE: 1 "=20' ~ 6.30 ~ FI L~ APPROVED ~- /,7 -/ v ~~~~~~~D APP 0 7 2010 BY:------------- STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 20061nternational Residential Code (QiC) 2006 International Building Code (IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of [he home designer's Gaming and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations [o their framing and foundation plans. L Dead Load: A. Roof .................................................. .................IS psf B. Floor ................................................... ..................10 psf C. Exterior walls ....................................... ................. 10 psf D. Ezterior 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 7-0S Method 2 Analytical Procedure: A. 3 Second Gus[ Wind Speed ................... ..................... V=1 l0 mph B. Ezposure .......................................... .................................8 C. Importance factor ............................... ...........................I = I.0 D. Topographical Factor ........................... ........................Kzr1.0 E. Wind Directional Factor ....................... .......................Kd=0.85 F. Swcture classified as ......................... .........................enclosed 5. Seismic load -based on ASCE 7-0S Section 12.14: A Mapped Spectral Acceleration for short periods ............. ..........S5=1.0 B. Mapped Spectral Acceleration for 1 second period ......... .........51~.34 C. Soil Site Class ................................................... ..................D D. Duc[iliry ccefftcient .............................................. ..........R=6.5 E. Seismic Design Category ....................................... .................D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2006 Table 1804.2...........Soil Class N 5 B. Maximum vertical bearing pressure ..................................1500 psf 7. Retaining wall lateral loads: A Walls free to displace laterally at [op ..................................35 pcf B. Walls restrained against lateral displacement et top ...................45 pcf 8. Concrete: A. 28 day design strength F'c ..............................................3000 psi B. Reinforcing bars .......................................ASTM A615, Grade 60 ~,d~rso ~~~ ~Q ~.D -PLAN 2orao Otis-os ByA~ ~ Category STRUCTURAL INFORMATION Project No. Sheet SI-1 7 2523 ~ ~ c~~ Cp "gal En~4~ 23608 N.E. 49th Circle Vancouver Washington 98682 Fhone: (360) 600-6084 Fax: (360) g44-o5 8 ~ F t L E ~ MAR 1 0 2010 ~Y: SEISMIC DESIG N BASED ON ASCE - 7-OS 1617.5 Simplified analysis procedure for seismic design of bulldogs 1.2 SD5 SEISMIC BASE SHEAR V ~ ~W (E0.121411 with F=12) R Ss mapped spectral acceleration for 55:=1.00 short periods (Sec. 11.4.1) from USGS web site SS mapped spectral acceleration for 51 := 0.34 1 second period (Sec. 11.4.1) Fe Slte wefficient (Table 11.41) F°' 1.1 Based on Soll F„ ~ 1.8 Site Class D F„ Slte mefflclent (Table 11.42) Srds:= Fa'Ss SNS = i.t (Eq.11.41) Srtt ~= F~'St SNt = 0.61 (Eq. 11.42) 11.4.43 Design spectrum response acce leratlon parameters 2 Sos ~= 3'SNS Sos = 0.73 > 0.509 SEISMIC 2 CATEGORY SDt=3'SNt Sm=0.41 > 0.209 Dper Table 11.6-1 WOOD SHEAR PANELS 1.2•Sps R:= 6.5 Table 9.5.22 V:=-W R 1.2.0.73 V:= 6.5 ~W V~ 0.135~W 124 Seismic Load Combinations E:= 1.3•V WSD~ 0.7•E (Eq.12.43 with redundancy factor =1.3 per 12.3.4.2) 0.7.1.3~0.135~W 0.123•W WOOD SHEAR PANELS fi erso Project Z Date o B~ ~ ~ fi q Category I ~I6 Project1No. 2 Sheet C J ~~ ¢,~~ ~4 ~ 21608 N.E. 49th Circle Vancouver Washington 98682 ra1 En~~r Phone: (360) 600-6084 Fax: (360) 944-0538 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND r.4 psf Ht psf 4Jin~i base Shear Lenqth L:= 4B•ft Height Hi := 25~ft ES ISMIC WINDS L•HL•(11•psf+7.4•psf) pr ~ WroaF F2 ~ Wfloor Seismic Wwal I Base Shear Aroof := 48~ft30~ft A,~ = 1440ftZ Aflmr ~_ 48'ft ~ 30 •ft AFlmr = 1440 ftZ W„,alls:= 4 t8 ft~48•ft W„a116= 3456ft2 SEISMIC= ~Ar~~t5~psf + Ary~r•15~psf + Wwaps~l0~psf~~0.123 WIND = 2208016 SEISMIC = 9564.4816 WIND 60VERNS DESIGN fi erso Project 2 Date -o B~ ~ ~ Category Project No. Sheet N fi ~ 23 I.•2 , G0~ ~¢~ 21.608 N.E. 49th Circle Vancouver Washington 98682 oral En~~~ Phone: (g6o) 600-6084 Fax: (360) 944-0538 VELOCITYjPRESSURE qz:= ,00256•Kz~KzC•Kd~V2•I (Eq.6.15) EXPOSURE B WIND SPEED (3 second gust) Vas := 110 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Kzt := 1.0 WIND DIRECTIONAL FACTOR ICd:= 0.85 Table 6-4 EXPOSURE COEFFICIENT l 0'-15' Kz :=0.57 qz~ .00256•Kz•ICrt•ICd~V3s2d qz=15.01 (varies /h eight) ~, 15'-20' Kz := 0.62 qz:=.00256~Kz~Kzt ~ICd~V3s2•I qz=16.32 20'-29 Kz :=0.66 qz:=.00256•Kz•ICn~I(~•43sZ•I qz=17.38 25'-30' Kz :=0.70 qz:=.00256~Kz~IC12~Kd~VasZ•I qz=18.43 WIND PRESSURE p:= q~ GCy G:= 0.85 Gust factnr CP pressure coeffident AT WALLS 0'_19 WINDWARD Pw:=15.01~psf~0.85.0.8 Pw=10.21 psf LEEWARD PL:=15.01~psf•0.85~0.5 PL=6.38 psf 15=20' WINDWARD Pw:=16.32•psf•O.B5.0.8 Pw=11.1 psf LEEWARD P~:=16.32•psf~0.85.0.5 P~=6.94 psf ATR~F 15=20' WINDWARD Pw:=16.32•psf•0.85.0.3 P„,=4.16 psf LEEWARD P~:=16.32~psf•0.85~0.6 PL=8.32psf 2025' WINDWARD Pw:=17.38~psf~0.B5~0.3 P„=4.43psf LEEWARD P~:=17.38~psf~0.85~0.6 PL=8.86 psf 2530' WINDWARD Pw:=18.43•psf•0.85.0.3 P„,=4.7psf LEEWARD P~:=18.43~psf~0.85~0.6 P~=9.4 psf ers° Project 2 Date ~ ~0 B~ ~ Category ~ Project No. Sh ~ 3 ,~ 2 ~~ ¢~~ fe e 2',608 N.E. 49th Circle Vancouver Washington 98682 ral Eng~4 Phone: (360) 6oo-6o8q Fax: (360) 944-0538 Cp-0.3 71.1 psf ~ 10.2 psf Loads at Windward Leeward Wall loaf Windwarc Leeward a n3 windward roof-upper 4.43~psf•7.5•ft = 33.22p1f B.B6~psf~7.5~ft = 66.45p1f at upper level 10.2•psf•3.8~ft= 38.76p1f 6.9•psf~3.B•ft = 26.22p1f 8.86 ~p--o.s 6.9 psf leeward at lower level 10.2•psf•7.5•ft= 76.5p1f 6.9•psfJ.5•ft = 51.75p1f Assum e B ~ 35 Mean Roof Height 16+22 =19 2 de ~y ~sO Project n ` Date B~ ~ ~ ~ Category ~ Project No. S eet ~~ Z3 ~~~ 4 ~m~ t' 2i6o8 N.E. 49th Circle Vancouver Washington 98b82 ra1 E q; Phone: (360) 600-6084 Fax: (360) 944-0538 I V~- i- 20~7~' i ~ ~Q„ 5/12 MANUFACi7JRE0 TRUSSES 24' 0/C 7 aS~ GIR ER 7/12 TRUS ES 24~0/C 5/12 MANUFACTURED TRUSSES 24' Nn /kf 'RO°~ ~t~~ (~b ~ 0?dlor(s `SO Project 2 0(~0 Date • I •oB ByG S Category Project No. 23 2 Sheet ~• 5 tr s s 5 ~~ 21608 N.E. 49th Circle Vancouver Washington 98682 ~x `~~1 ~ II~4e Phone: (360) boo-bo84 Fax: (360) 944-0538 O ~ ~ 5 ,- N ~~ s 9 ,~_ o fpp y a ~ a5 ~ ~ ~ N ,. ffi ~ ~?- v. ~, y j w ~1NINp I. ~f w,6a..5 ~ i R _'If r~O Protect ate ,0~ BG ~ ' ~ Category Project No. Sh et ~' ~ 2523 c~ ~ ~ '~~ ~' zi6o8 N.E. 49th Circle Vancouver Washington 98682 `P ?a l .~ n~' Phone: (360) boo-bo84 Fax: (360) 944-0538 ~~ W tMD I.okDh 2 ~, ~~~tiib 12~I~ ~2~0-~ 1Z~~D ~ rso Project Ate Zol~o ate • 7-dg By c '~. I ,~ Category ~ ~T'E Project No. Z 23 Sh et ~" eo I S ~ r ~~ ~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ' al n~9 Phone: (360) 600-6084 Fax: (360) 944-0538 d 3~h~, ~' ~~ p (~ P:= wind V ~ seismic h I ~ ~ R=Holdown ~/ Forca 0.6D + W 0.6•D + 0.7•E Moment: Mot := P~h Moment: Force (Equatbnl6-14) (Equatbn 16-15) LZ M~ = 0.6~~Wai + Wwall)' (2 + 0.6~Pdi•L Mox - Mr R :_ L ~fid rsO~ Proect ?c Category G°~' ~¢,~~ 2t6o8 N.E. 49th CSrcle ~~al E g~9 Phone: (360) 600-6084 Project No. Sheet ~~sK 2523 L-$ Vancouver Washington 98682 Fax: (360) 944-0538 Pdl Pdl Upper Levell Wind Force i P:=2310.16 1 i Length of wall L:=20•ft+14•ft I P Shear I v:= - L 14 Overturning Mot := P•B~fG~ Moment Moc - t'4 _ -158.4716 14•ft (1a ft)z Reslsting i Mr:=0.6~(15~psf~2~ft+10~psf~8~ft)~ 2 +0.6.400~Ib~14~ft Moment I Mr = 98281b~ft Holdown Force Maln Leve Wind Force Length of Shear Overturning Moment Resisting Moment Holdown Force P:= 474216 I L = 20~ft+25~ft P v. L 20 Mot.- P B ft 45 P = 231016 L=34ft v=67.94 p1f Mot = 7609.4116•ft P = 474216 L=45 ft v = 105.38p1f© Mot = 16860.44 I b ~ft (20 ft)z M~:=0.6~(15~psf•2~ft+10~psf•18•ft)~ 2 +0.6~600~16-20•ft Mr = 324001b~ft Mot - Mr _ -776.981 b 20~ft de sO Project n Date B~ Category s Project O o. Sh °° `~ 23 G°7~ e~i~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 Lral E ~~o Phone: (360) 600-6084 Fax: (360) 944-0538 Upper Level Wind Fome ~'i P:= 2664db P = 266416 I Lengchofwall L:=5•ft+10•ft+4•ft L=19ft P Shear ~i v:=- v=14021p1f® I L Overturning 1"lot := P~B~ft~ plot=4486J416~ft Moment 9 )2 (4 Resisting ~ Mr:=0.6•(15•psf•2•ft+t0~psf~8~ft)~ +0.6~400~16~4~ft Moment it 2 Mr=14881b~ft I Mot - Mr Holdown = 749.6816 i i Force 4 ft Main Level WlndForoe P 4264.16 P=426416 Langthofw,ll L:=3.5•ft+9~ft+3.5•ft L=16ft P Shear v:= v=266.5p1f O ~ ~ Overturning ~ 3.5 Mot := P•8•ft•- Mot = 746216~ft Moment j 16 (3.5~ft)Z Resisting Mr := 0.6•(15•psf•2•ft+10•psf •16•ft) • + 0.6~600.16~3.5~ft Moment i 2 i hlr = 1958.2516~ft I Mot - Mr Holdown = 1572.516 i Force II 3.5•ft ^, "/1 ""' 1 ~~ei rsO Project n ` Date B, y ~ ~ Category II Project No. Sh fi 4 L 2 "I~ G° ¢ti~ 2t6o8 N.E. 49th Circle Vancouver Washington 98682 ~ ~'ral E ~ ~'9 Phone: (360) 600-6084 Fax: (360) 944-0538 UpparLevel Wind Force P:= 231016 P = 231016 Leng[h of wall L:=19~ft+16~ft L=35ft P O Shear ~, v:=- v=66plf /~ L ' 19 Overturning ~ Mot r= P~B~fL•- Mot = 1003216~ft Moment ~I~ 35 Reslstin9 Mr=0.6•(15~psf•2•ft+t0~psf~8~ft)•(192 )2+0.6.400•Ib•19•ft Moment ',,, Mr =1647316~ft I ! Mot - Mr Holdown i = -33916 Force ! 19-ft Maln Level Wlnd Force P:=4742.16 P=474216 Length ofwalll L=13•ft+24~ft L=37ft Shear P v:=- v=128.16p1f L 13 Overturning ~ Mot := P•8~ft• Mot = 13328.861b•ft Moment ~ 37 i (13 ft)Z Resisting Mr:=0.6~(15~psf~2~ft+l0~psf~l6~ft)~ +0.6~600~Ib~13~ft Moment ~ 2 M, = 1431316~fL Holdown Mat - M~ _ -75.7 I b Force 13~ft e,rso Project ? Date -o B~ ~ cn ao Category ~ Project No. Sh Z Go I ~ti~ ~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 Ural E~ng1r Phone: (360) 600-6084 Fax: (360) 944-0538 Shear Walls at Fro nt Elevation Upper Level Wind Force P:= 2664.16 P= 266416 Length of wall L = 4•ft+4•ft + z+L L= )2 P Shear v:= - v' 2y2, L 4 - Gverturning hl~:=P~b'ft' -- Moc='Ilo4 lbr Moment ~'2 (4'ft)2 Resisting +0.6~400~16~4~ft Mr:=0.6~(15~psf•2•ft+10~psf~8~ft)~ Moment 2 Mr = 1'188 Holdown = ) 4ti~t ,(,b Force 4~ft Main Level Wind Force ~ P:= 394416 P = 394416 Length of wall Lr=2.5~ft+2.5•ft+2.5•ft L=7.5ft P 2.53.5 = 8.75 Shear ~~ v:=- v=525.87p1f O i L 2.5 Overturning hbi:=P~8.75~ft-- M~=17503.3316~ft Moment ', 7.5 ' (2.5.ft)2 Resisting ~ Mr:=0.6•(75•psf•2~ft+l0~psf~16•ft)• 2 +0.6.600.16~2.5~ft Moment ~ I Mr = 1256.2516~ft I ~ Mox - Mr Holdown j = 4098.8316 Force 2.5~ft ~vfl~tq o~ 4~rot'Le-- ~ers fi I o Project ? Date - B~ ~ ~' Category 1 Project No. Sh 2 ii C I. 2 3 - ~~~, Qua 2i6o8 N.E. 49th Circle Vancouver Washington 98682 Ural E~g'4 Phone: (360) 600-6084 Fax: (360) 944-0538 Shear Walls at back of as rase-exte nor wall only Wind Force P:=2880~Ib P=288016 Length of wall L:=6.5~ft L=6.5ft P Shear v:=- v=443.08p1f L Overturning Mac = P~B~ft h1~=2304016•ft Moment Resisting Mr:=0.6•(75•psf•17•ft+l0~psf~8~fc)~(62ft)Z+0.6.600•Ib•6.5~ft Moment M~ = 5445.3816~ft Mor - Mr Forcen = 2706.8716 G,~{5pp'1 ~ I'~ZZ 6.5•ft fi erso Project ~ Date o B~ ~ ~ °° Category ~ Project No. Sh ~ fi ~ 2 3 4n m`' r e 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ural En~~° Phone: (360) 600-6084 Fax: (360) 944-0538 CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-05// E0 6.18•. LOW RISE BUILDING MEAN ROOF NT = 30 ft (max) B := 26.6 K~:= 0.70 (Table 6-3) ICrt ~ 1.0 I(1 := 0.85 (Table 6.4) V35 := 110•mph Exp. B 5:12 B := 2Z.6 6:12 B ~ 26.6 7:12 B := 30.3 V 110 I := 1.0 9n~ •00256•ICi•Krt•ICd•VZ•I qn=18.4 psf G•CPf From Fig 6-10 B := 22.6 GCPq := -0.72 (Zone 2E) B := 26.6 GCpf :_ -0.58 (Zone 3E) e := 30.3 GCpf :_ -0.53 (Zone 3E) B := 26.6 GC,Ff :_ -0.58 GCF~:= 0(/.18 / (FIg.6~) P:=9h'~1GCFf~-IGCPi~~ P=-14 psf USING LOAD COMBINATION 16-11:.6D-W MAX NET UPLIFT -USE ROOF DEAD LOAD =12 PSF Ib W := 0.6.12•psf - 14•psf W =-6.8 2 uplift fC MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA Ac ~ 8~ft~19~ft Ac = 152ftZ UPLIFT U:= A~~W U =-1033.61b USE (2~ Simpson H2.5A's tiers "~ Q Project A-'LO ' PLAN ZoCoO Date ~S-o8 By /t'^ ~ ~ ~ ~ Category LATERAL ANALYSIS Project No. a5Z3 sheet L-f`} ~ ~ Po e{ ~ e 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~ral En~~~ Phone: (360) 600-6084 Fax: (360) 944-0538 Fa/+MC~6 I.+J =<S psL WL=25 ~~~~ `SO ProjeM '20 ate •o~ By ~ S Category Project No. Shen ~ ~ a 1MU 2523 ~- l fifi ~ u6o8 N.E. 49th Circle Vancouver Washington 98682 ~1"dl Eti~4e Phone: (360) 600-6084 Fax: (360) 944-0538 ~°~~0~ -~ ~ t5 LL ~V~1'~ ~(lerso Project 20~o D~e .o By(~I-1 ~ Category ~ Project No. Sheet -2 ~• 52 3 Gr,~ ~~S u6o8 N.E. 49th Circle Vancouver Washington 98682 Lral En4~'4 Phone: (360) 600-6084 Fax: (360) 944-0538 c~ i.v~rn 7No I~ 3 G o ig e ~~ e p ... p ~ ®v ~ ~•• C ^ Y~ µ N N ^A~ ®--.---- m y "~aYZ~(m" /() ---_T-,J `~Q Project Zo(op Date .o B~ ~ Category Project No. Sheet a 251 •3 ~~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 4~ ral End Phone: (360) 600-6084 Fax: (360) 944-0538 ~-S ~-~ /b ro~ YS"~~ E e s ,~. B on((//nn T 1 i ~~~ rc~ y ~~ U C ^b / ~3 LO Q, ~s/on/o uorn +E+s ¢ $ me lc. tibia __. ,,,~~~ 6 \~~ ~~ ` ~$ l nO '17 Project nQ i Datl .b ByGM ~ Category Pm ject No. Sheet ~ a a Za23 '~, ~ ~ 2t6oS N.E. 49th Circle Vancouver Washington 98682 ~i'al En~~e Phone: (360) 600-6084 Fax: (360) 944-0538 ~ til. ~t) k7c~0 ~ ~ k"~ LZ nr ~ t 8' C~ ~%~ 16 ~h, 2 ~y ~S ys 7k~~t &~.- ~' ~~` /~- g~' 2 ~aXl4 81S WL IJ -- ~tiu~ fit~+,sb lloo~h. ®e ~ lo, 3/~,xll,~~s wt~ ~~~ fizz ~, '~~ k4sa ~~ iox~y ~= Ik~- ~ el~p. r.~(~o ~ ~.r. 4o~b z2y~.,j a ~,~ ~~ fi 2d- ~68~~ ~ b P= 832 ~ ~,ro~ 56o?~`(gti © la ~ ~o~w ~/~ 97 I $_ ~-- ~~ ~ -~ : P7saL ~ `~~k ® b - h4~ ~ ~ ~~~~I6,h ~l. fiderso Proect ~ ? Date BG ~ ~ Category Project No. S ~ MING- 2 G~~ ~~S~ G r 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ral En~' Phone: (360) 600-6084 Fax: (360) 944-0538 Mufti-Loaded Beamf 2006 International Building Code (O5 NDS)1 Ver: 7.01.14 By: Corina Muntean P.E. Consulting Engineer, pe on: 0417-2006:10:31:56 AM Protect: AHO 2060 -Location: 1 Summary: 5.25 IN x 11.875 IN x 18.0 FT / 2.0E Parallam -iLevel Trus Joist Section Adequate By: 33.0% Controlling Factor: Moment of Inertia /Depth Required 10.8 In Center Span Deflections: ~ Dead Load: OLD-Center- 0.14 IN Live Load: LLD-Cenler- 0.45 IN = U479 Total Load: TLD-Cenler= 0.60 IN = U363 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2520 LB Dead Load: DL-Rxn-A= 805 LB Total Load: TL-Rxn-A= 3325 LB Bearing Length Required (Beam only, support capacity not checked): ~BL-A= 0.84 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 2520 LB Dead Load: DL-Rxn-6= 805 LB Total Load: TL-Rxn-B= 3325 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.84 IN Beam Data: Center Span Lenkrth: L2= 18.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 18.0 FT Live load Duration Factor. Cd= 1.00 Live Load Deflec. Cdteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 280 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 369 PLF Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc~erp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 290 PSI Adiustment Fecors: Cd=1.00 Design Requirements: Controlling Moment: M= 14964 FT-LB 9.0 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= 2993 LB At a distance d from left support of span 2 (Center Span) Cdtical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 61.65 IN3 S= 123.39 IN3 Area (Shear): Areq= 15.48 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 551.04 IN4 1= 732.62 IN4 Multi-Loaded Beami 2006 International Building Code (OS NDS) 1 Ver: 7.01.14 By: Codna Muntean P.E. Consuking Engineer , pe on: 0417-2008:10:33:32 AM Project: AHO 2060 - Location: 2 A Summary: 2.888 IN x 11.875 IN x 70.0 FT / 2.OE Parellam - iLevel Trus Joist Section Adequate By: 37.4% Controlling Factor: Section Modulus /Dep th Required 10.13 In Center Span Deflections: Dead Load: DLD-Center- 0.09 IN Live Load: LLD-Center= 0.18 IN = U667 Total Load: TLD-Center= 0.27 IN = U450 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 3000 LB Dead Load: DL-Rxn-A= 1450 LB Total Load: TL-Rxn-A= 4450 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.21 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn•B= 3000 LB Dead Load: DL-Rxn-B= 1450 LB Total Load: ~ TL-Rxn-6= 4450 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 2.21 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 10.0 FT live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: ' Live Load: wL-2= 600 PLF Dead Load: wD-2= 280 PLF Beam Self Weight: BSW= 10 PLF Total Loatl: wT-2= 890 PLF Properties For. 2.0E Parallam- (Level Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 P51 Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 CF=1.00 F`7: Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11125 FT-LB 5.0 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= 3649 LB 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= 45.98 IN3 S= 63.16 IN3 Area (Shear): Areq= 18.87 IN2 Moment of Inertia (Deflection): Ireq= 202.47 IN4 1= 375.03 IN4 ~•~ Multi-Loaded Beamf 2006 International Building Code (OS NDS)1 Ver: 7.01.14 Bv: Corina Muntean P.E. Consulting Engineer, pe on: 04-17-2008 : 10:34:19 AM Proled: AHO 2060 - Location: 2 B Summary: 1.75 IN x 11.875 IN x 70.0 FT / 1.9E Microllam -iLevel Trus Joist Section Adequate By: 328.8% Controlling Factor: Section Modulus /De pth Required 6.47 In Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.05 IN = U2475 Total Load: TLD-Center= 0.08 IN = U1487 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 500 LB Dead Load: DL-Rxn-A= 332 LB Total Load: TL-Rxn-A= 832 LB Bearing Length Required (Beam only. support capacity not checked): BL-A= 0.63 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 500 LB Dead Load: DL-Rxn-B= 332 LB Total Load: TL-Rxn-B= 832 LB Beadng Length Required (Beam only, support capacity not checked): BL-8= 0.63 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Critaria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 100 PLF Dead Load: wD-2= 60 PLF Beam Seli Weight: BSW= 6 PLF Total Load: wT-2= 166 PLF Properties For: 1.9E Microllam- iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc~erp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= ~ 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2081 FT-LB 5.0 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= 683 LB 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= 9.59 IN3 S= 41.13 IN3 Area (Shear): Area= 3.59 IN2 A= 20.78 IN2 Moment of Inertia (Deflection): Ireq= 39.43 IN4 1= 244.21 IN4 ~. D Multi-Loaded Beam12006 International Building Code (05 NDS) 1 Ver: 7.01.14 ev: Corina Muntean P.E. Consulting Engineer , pe on: 04-17-2008:12:06:42 AM Project: AHO 2060 - Location: 3 A Summary: 5.125 IN x 18.0 IN x 20.0 FT / 24F-V4 -Visually Graded Western Species - Drv Use Sedion Adequate By: 21.3% Controlling Factor: Section Modulus /Depth Required 16.34 In Center Span Defledlons: Dead Load: DLD-Center- 0.25 IN Live Load: LLD-Center= 0.39 IN = V613 Total Load: TLD-Center= 0.64 IN = U374 Camber Required: C= 0.37 IN Center Span Lek End Readions (Support A): Live Load: LL-Rxn-A= 4584 LB Dead Load: DL-Rxn-A= 3238 LB Total Load: TL-Rxn-A= 7822 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.35 IN Center Span Right End Readions (Support B): Live Load: LL-Rxn-B= 3696 LB Dead Load: - DL-Rxn-B= 2372 LB Total Load: TL-Rxn-B= 6068 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.82 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced length-BOttpm of Beam: Lug-Bottom= 20.0 FT Live Load Duration Fador: ~ Cd= 1.00 Live Load Defled. Criteria: V 360 Total Load Defled. Criteria: V 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Sek Weight: BSW= 20 PLF Total Load: wT-2= 20 PLF Point Load 1 Live Load: PL1-2= 300D LB Dead Load: PD1.2= 1450 LB Location (From left end of span): X1-2= 8.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 300 PLF Left Dead Load: TRD-Lek-1-2= 260 PLF Right Live Load: TRL-Right-l-2= 300 PLF Right Dead Load: ~ TRD-Right-l-2= 260 PLF Load Start: A-1-2= 0.0 FT Load End: 8-1-2= 8.0 FT Load Length: C-1-2= 8.0 FT Trapezoidal Load 2 Lek Live Load: TRL-Lek-2-2= 240 PLF Left Dead Load: TRD-Left-2-2= 140 PLF Right Live Load: TRL-Right-2-2= 240 PLF Right Dead Load: ~ TRD-Right-2-2= 140 PLF Load Start: A-2-2= 8.0 FT Load End: B-2-2= 20.0 FT Load Length: C-2-2= 12.0 FT Properties For: 24F-V4 Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 265 PSI Modulus of Elasticity: E= 1800000 PSI Adjusted Modulus of Elasticity: E-Min= 930000 PSI Stress Percendicular to Grain: Fc peril= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2316 PSI Adjustment Fadors: Cd=1.00 Cv=0,96 Fv': Fv'= 265 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 44016 FT-LB 8.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and Ilve loads on span(s) 2 Controlling Shear: V= 7010 LB At a distance d kom lek support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sedions: Sedion Modulus (Moment): Sreq= 228.07 IN3 S= 276.75 IN3 Area (Shear): AreA= 92:25 IN2 C•G) Multi-Loaded Beamf 2006 International Building Code (05 NDSI 1 Ver: 7.01.14 Bv: Corina Muntean P.E. Consulting Engineer , pe on: 04-17-2008:12:10:02 AM Project AHO 2060 - location: 3 B Summary: 5.125 IN x 18.0 IN x 20.0 FT / 24F-V4 -Visually Graded Western Spec ies - Drv Use Section Adequate By: 17.5% ConVOlling Factor: Section Modulus /Depth Required 16.61 In Center Span Deflections: Dead Load: DLD-Center= 0.26 IN Live Load: LLD-Cenier- 0.46 IN = U526 Total Load: TLD-Center- 0.72 IN = Ll334 Camber Required: C= 0.39 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 4584 LB Dead Load: DL-Rxn-A= 3112 LB Total Load: TL-Rxn-A= 7696 LB Bearing Length Required (Beam only, support ppacity not checked): BL-A= 2.31 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 6096 LB Dead Load: DL-Rxn-B= 3248 LB Total Load: TL-Rxn-B= 9344 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 2.80 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 2D.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Cdterta: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD•2= 0 PLF Beam Self Weight: BSW= 20 PLF Total Load: wT-2= 20 PLF Point Load 1 Live Load: PL1-2= ~ 600 LB 'Dead Load: PD1-2= 280 LB Location (From left end of span): X1-2= 8.0 FT Trapezoidal Load 1 Left Live Load: TRL-Lefl-7-2= 300 PLF Left Dead Load: TRD-left-1-2= 260 PLF Right Live Load: TRL-Right-l-2= 300 PLF Right Dead Load: TRD-Right-l-2= 260 PLF Load Start: A-1-2= 0.0 FT Load End: &1-2= 8.0 FT Load Length: C-1.2= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 640 PLF Left Dead Load: TRD-Lefl-2-2= 300 PLF Right Live Load: TRL-Right-2-2= 640 PLF Right Dead Load: TRD-Right-2-2= 300 PLF Load Start: A-2-2= 8.0 FT Load End: 8-2-2= 20.0 FT Load Length: C-2-2= 12.0 FT Properties For: 24F-Va-Visually Graded Westem Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv-- 265 PSI Modulus of Elasticity: E= 1800000 PSI Adjusted Modulus of Elasticity: E-Min= 930000 PSI SVess Perpendicular to Grain: Fc peril= 650 PSI Bending SVess of Comp. Face in Tension: Fb cpr= 1850 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2316 PSI Adjustment Factors: Cd=1.00 Cv=0.96 FY: Fv'= 265 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 45472 FT-LB 10.2 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= 8000 LB 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= 235.62 IN3 S= 276.75 IN3 Area (Shear): Areq= 45.28 IN2 A= 92.25 IN2 r- II } 4 ~ Multi-Loaded Beamt 2006 International Building Code (OS NDS)1 Ver: 7.01.14 By: Corina Muntean P.E. Consulting Engineer , pe on: 04-17-2008:12:12:18 AM Project: AHO 2060 -location: 4 Summary: 5.125 IN x 16.5 IN x 16.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 19.0% ConVolling Factor: Section Modulus /Depth Required 15.13 In Center Span Deflections: Dead Load: DLD-Center- 0.18 IN Live Load: LLD-Center- 0.26 IN = Ll749 Total Load: TLD-Center- 0.44 IN = L/441 Camber Required: C= 0.27 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2900 LB Dead Load: DL-Rxn-A= 2038 LB Total Load: TL-Rxn-A= 4938 LB bearing Length Required (Beam only, support capacity not checked): BL-A= 1.48 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3700 LB Dead Load: DL-Rxn-6= 2998 LB Total Load: TL-Rxn-B= 6698 LB Bearing Length Required (Beam only, support capacity not checked): BL-6= 2.01 IN Beam Data: Center Span Length: t2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length•Bottom of Beam: Lug-Bottom= 16.0 FT Live Load Duretion Factor: Cd= 1.00 Llve Load Deflect. Cdteria: U 360 Total Load Deflect. Criteria: U 240 Center Span loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 18 PLF Point Load 1 Live Load: PL1-2= 5000 LB Dead Load: PD1-2= 2822 LB Location (From left end of span): X1-2= 8.0 FT Trapezoidal Load 1 Left Live Load: TRL-Lefl-1-2= 200 PLF left Dead Load: 7RD-Left-1-2= 240 PLF Right Live Load: TRL-Right-l-2= 200 PLF Right Dead Load: TRD-Right-l-2= 240 PLF Load Start: A-1-2= 8.0 FT Load End: B-1-2= 16.0 FT Load Length: C-1-2= B.0 FT Properties For. 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 P51 Shear Stress: Fv= 265 PSI Modulus of Elasticity: E= 1800000 PSI Adjusted Modulus of Elasticity: E-Min= 930000 PSI Stress Perpendicular to Grain: Fc peril= 650 PSI Bending Stress of Comp. Face in Tension: Fb cpr- 1850 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2389 PSI Adjustment Factors: Cd=1.00 Cv=1.00 Fv': FV= 265 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 38915 FT-LB 8.0 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= 6111 LB At a distance d from right support of span 2 (Center Span) Critical shear created bV combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 195.48 IN3 S= 232.55 IN3 Area (Shear): Areq= 34.59 IN2 A= 84.56 IN2 Moment of Inertia (Deflection): Ireq= 1045.21 IN4 1= 1918.51 IN4 ~"~1 M~tn~ l~C°i' N-~,QCw-l -4f 1~ 2 CGw 25 x28X12 ~~O Project ~ L~~ Dat i •O By I Category ProjGect No. ZJ23 Shee IZ ~ c,c ~~ `vl`dl En~~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 Phone: (360) 600-6084 Fax: (360) 944-0538 Foundation De, sign Soll 6e aing Pressure SBP:= 1500•psf (assummed) wntinuous foundatbn footing 15 inches wide with a 8 indi stem that Is 18 inch es tall. fur 181n tall A :_ (1B•In + 8•in + 18~In)~15~In A = 4.6ftz Allowed Load SBP~A = 687516 3 in Size A:= 24~In•24•In A:= 30~In•30•in A 36~Im36~ln A:= 42~in~42•in A:= 48~In •48~in Pall = 2649.416 Pall = 471016 Pali = 600016 Pall = 937516 Pa11 = 13500 I b Pali = 1837516 Pail = 2400016 Area Capacity 18" dla. 24" dia. 24"x24" 30'k30" 36'k36" 42"x42" 48'k48" Continuous Footing 121nch wide 16 inch wide capacity Capacity Pall 1500 psf~A Pall := 1500~psf•A Pa„ := 1500 • psf •A Pail ~ 1500~psf~A Pall := 1500~psf~A Pall := 1500~psf•A Pali := 1500•psf•A 1500~psf ~l2~In = 1500 p1f 1500~psf ~l6~In = 2000 plf fi~,erso Project ? Date B~ ~ ~ Category Project No. Sheet °° SAM 2 ' 13 ~~~ e~{~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~'ra1 Eng~~ Phone: (360) 600-6084 Fax: (360) 944-0538 m REAR ELEVATION RIGHT SIDE ELEVATION aT ALL )NS'AS )N 703.8. a~ ~~i~ rnQ~~ ~ 3 N N Z ~~~ >tD~ N ~vh O v U ~ C t X ~ ill U Z Z _0 U Z O U Q ~°,'^ ~~ O m N i 00 ¢ ~ ao w ~~' aw Z rc Q <~ °~ °~ d oRAwri er: ROB BARNES OfiG: 4/4/08 ~~ \~ / O O I` I^~ V I..L Q `~ >m D A mm ~~ F- -m ~< D O D ^ =V' ~~ 1 N Q rn r*i r m D ~_ O Z 'per LOWER FLOOR 999 50. FT. ~~,2, ~ m°A UPPER FLOOR lO6i 50. Fi , ~ TOTAL AREA 206050. FT A GARAGE aie so. FT. ~m PLAN 2060 ~ ~ O 5$1 2 NE ~ 09th CONSTRUCTION I INC. ~°°OOUVeF. WA 9E Ph. (360) 254-~ ~ Fax. (360) zs4-E I I I !~ ~ oU - r ~ PAW A I.~ 2 O~fS ~O~ ry~ i o _ _ _ T p I ~ PANTRY _ _ ~ xZ~ ; z~, ~ ~.c~ Z) 5 1/4'%I J/6' PSL FLUSH I OR (1) 5 ~/ '%i6 t/2' GL MELD UP _ I \ nm - _ I 2 § _ __ 1 ~/4' ML , ~ ~ ~' Dm ~" R °~~ m ® ~ s ~ Il ' .{ I ~ ~~a e o p~ ~ I _ m ~ III Ib i 9EYEL END = 5 1/6'%16 GL FLUSH ~ O x O s i A s ~ ~ i o,D ~ m x xD ~ mD A o ~ e m v~ m o ~ <~ mA LOWER FLODR 999 6D. FT. UPPER FLOOR 1061 50. FT ~ ~ O SS12 NE 19th C V v A~ TDTALNRERYD6D60.FT. CONSTRUCTION I INC ancouver, WA 986 ( zm cutncE aza so. FT. . 1 0 f \ m ~.. PLAN 2060 ax. (36 ) 2S4-6 U03O~p Oc"i G ~ ~ I I '~b mQNN - °3cv ~`+ »-m ~ 2-4 ~ n-m ~ w y ~0 p Z ~ 14-fi I F+~fi ? >c0 ^~ r i z N ~M i ° r U 4/0%4/0 %0 4/0X4/0 XO ~' w m L x ~ n 4 i I >d~ i_ 1O ~ ~ a r I FLOOR JO'ST NOSING PROJECPON MAY NOT VARY > 3/B" o e' 0.G a B' CLG RADIUS CANNOT EXCEED 9/16' EDROOM BEDROOM TREAD OVERHANG 12'-4"%10'-6' 12'-0'Xt 0'-6" I ~ MIN. t3%4~ 6 SLOPE NOT . 4 H I O ' To ExcEEO ((} 2xt2 30 DECREES $1~INCERS ~F V n o m MAXIMUM RISERS HEIGHT = ] }/4" y. 1/T PlY MINIMUM TREAD DEPTH = 10" R RISERS ~ ~ MINIMUM HEADROOM 6'-8" a MAXIMUM ftISEft VARIANCE = 3/B .~ 2/6 /6 MINIMUM 36" CLEAR WID ill z E,~ 1 2/4 ~ «~~ TYPICAL STAIR DETAIL I - ~,^ I 7 2/8 - - oz ~ > ® I \- _ 4/°~'~ 2/° MAKE UP AIR SHALL BE PROVIDED F- ' 2/` _ PER IMC SECTION 504 5 LINEN . U 2/6 ® I O I 00 14 RI ER I v Q CHASE Z I O ' U B 0.G MASTER 16'-6'X15'-Y I ' CLOSET Ph5 - GIRDER (3) 2/0%3/6 FXD. I (} }~OXB/0 SH . N ~ p^~ O /~ (JO VENTS) \ / om N \~ o+ °08 II J rcrc ~~ ~ Z Q ~'a a¢ J OJT ~U t _e t -R DRAWN BY: ROB BARNES ~ ~~~ ORIG: 4/]/08 REV: LONER FLOOR 999 50. FT. mA UPPER FLOOR 1061 50. FT TOTAL AREA 206050 FT a . . GARAGE axa so. ~r. m "` ~ ~ O $s12 ICE 109th ~ CONSTRUCTION I ,INC. Vancouver, WA 986 Ph. (360) zsa-04 PLAN 2060 Fax. (360) 2sa-ss SIUING TUCK CORROSION RESISTANT METAL FLASHING UNDER SIDING GAP (VARIES)PER 1" MIN. SEE SIDING iz upz $El5MIC 5TKPPING 0 O M 'MIN. LIftCLING TtWK $GTM $NOs PLAN '" m o'o ~~ I I rnaaN o3NN 0 Z u~o > ao'~ N ~~~ 0 U ~ C L X jam U Z Z O U Z O U 0 s ~~ o ~~ ~~ o om N oa °o g a ~4 <w Z a ~ Q a< °~ °v d ORAwN BY: ROB BARNES ORIG: 4/1/08 REV: `mom ~~~~ mQa~ ~3NN w moo z ~~~ M ~ OW U N ct x jd~ U Z Z O 1= U Z O U a Q ~c ~~ o ~N ~~ o om N rc¢ 80 ~ KK aU Z 6a Oj OV a DRAWN BY: ROB BARNES ORIC: 4/1/08 REV; -mom m I ~ rnQN~ 03 NN w ~p0 Z jlp lp N ~w O U ~ Ct x ~o_~ U Z 5/11 14' O/C BEDROOM BEDROOM R-11 INBOLATON " TkG PLYWOOD 11 )/B' I JOIST 16' 0/L (( )) // 01R (1 )151%8'%1fi8f /2~GL Z NG FAMILY R-11 INSOIATON I9 1/1' I J015T qJ 1%4 /ION 4%4 POST ON JOIST 2ND FLOOR FRAMING PLAN A I 901NG QV ' mx PLw.wD 1%6 ifi' 0/C W//13%3~k1/•'L SIEE~PLAlE0 W~g1ER5 O EACH BOLT, T191CAL Z O U 'A~r' li /~^' v / Z O U L~ rr $`" 3~9 O om N ~a 00 00 ~: < Z ¢rc t~ Q a< °~ °u d DRAWN BY ROB BARNES ORIC: 4/1/08 REV: SECTION !n1 scale a/B'=Y-D' 5 2ND FLOOR FRAMING PLAN A 1 - ATTIC VENTS- 1/150 MAY BE DUCED TO 1/300 IF OPENINGS MAN 3' ABOVE EAVE VEIJTs >/12 MANUFACTURED TRUSS 24" 0/C DRYWALL EDROOM m II II BEDROOM R-n INSUUnoN TWG PLYWOOD 11 >/6" I JOIST 16" 0/C (21 5 1 4"X11 >/6" PSL G ~m FAMILY R-21 INSULAnON I JgST IXI 2%4 POST 9 1/2" I JOIST H._:9 ~ e~~ ~ ~. m~e 0 x - 'n ~~ ~ V O ~ 4 U X B END METAL CIITIER A/C PlTWOOD SOFFlT 9DING ON 'cox PLMWD00 2%6 16" 0/C LAP 901NG ON 1/2" CD% PlY'FDOD DN 2%6 16" D/C W/23"0%13'X1/4"L STEEL 2PlAT W ASHERS O EACH BOLT. MICAL MIN.~T~E%MIEIJSION"INO/C WALL smjl a m Q~,~ ~~ N N Z yp0 >~~. N ~vt7 O U v ~ C L X 1 a ~ U Z Z O U /~^) v / Z O U mg m N 08 `! ~~ <~ z as a Q Asa `s J °~ °rv d DRAWN BY: ROB BARNES gilt: 4/2/00 REV: REV: as noted. dNq Cod<. wn[Imal on, annn aelamm anmmta oaf at root _._4o par .......25Daf Eapoeure B D. s1-o.Ja I or fnlah ...1500 paf swo pal wbic hard of cemmt C260 Grade 60 aln9a. Stud Crotle ....DF-L /2 .....DF-L /1 e treated In P-V4 (pF/DF) once with ~. mark. <inq dreeaea metal J.N.O. ~ glue), I/2' Indea 24/0 rdan 48/24 T&C i/6' z-4-1 Ttrc /IB' Inde: 29/0 d 12 Inches m awinrga. ea a tl 12 Inches a AFG-01 to toga loon where ra blocked. icNaed rllh m r ting ~lece. nalla ea S3 EAVE _.._..___ _-._._ ,irz o.alm!F.~c roe:o TNUS-6= 24" c/c 2 I~ 53 TYPO I GABLE I ~' ATTACH GIRDER TO WALL TOP PLATE WJ (2) H2. S TYP EA SIDE ~~ \\ I [[ '~92 - t ~ 4 L4 Oi_ ~I II 2V. .WFa 3u555 Bq.. ROOF PLAN A PLAN NOTES: 1~ SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND ADDITIONAL INFORMATION. DO NOT SCALE DRAWINGS. )OF TRUSS DESIGN BY TRUSS SUPPLIER. TRUSS 1PPUER SMALL REVIEW THIS ENGINEERING TO VERIFY CUSS LAYOUT AND OTHER INFORMATION. ROOF PLAN B ~~g"-~._p.. N OJ ^y OJ M ,'y W C P '~ Q~ ~ ~ O i-y o `D • ti .MJ F W W 3 {-I ~ ~-I N ~ ,.y C i--I U ~ O O P ~ {.~ ~ O z M p~ N C C N F ~~Or 8ur aaFo ~~ W J~ StN~ ~ ~ F ° O ~ o Q ~ o N Q/y' o ~ U _, O RL Qi a i Project No.: 2523 Date: q/i8/zoo8 Checked by: AMA ~ ~ PLAN NOTES: ~~ SEE ARCHRECTURAL PLANS FOR DIMENSIONS ANO ADDITIONAL INFORMATION. DO NOT SCALE DRAWINGS. 2. ROOF TRUSS AND FLOOR JOIST DESIGN BY SUPPLIER. TRUSS AND JOIST SUPPLIER SHALL REVIEW THIS ENGINEERING TO VERIFY SPANS. LAYOUT AND OTHER INFORMATION. 3. INDICATES SHEAR WALL TYPE. SEE SHEAR O WALL SCHEDULE. NAIL E%J~RIOR WALLS PER SHEAR WALL TYPE /e (UNLESS NOTED OTHERWISE. ~J 4. S~ INDICATES SIMPSON HOEDOWN. ATTACH TO O~ DOUBLE STUD MINIMUM. INSTALL PER r SIMPSON SPECS. ~N JTfOM ANCHOR CAPACDY ATE BOLTS 3§'B (PLF) IuNc o e'o~ ®~z'oo Jao O e'ac O 46'oc 260 O 6'oc O 32'oc 350 O 4bc O 16'oc 490 O 3'oc O J2'oc 599 O 2'oc O J2'ac 980 HER FLOOR TO GHEARWALL f FROM THE UPPER WALL TO BE BLOCKED. ORIENTED 6TRPND FIMED PROVIDED R HAS EQUAL iD TOP PLATES. RWALL SCHEDULE. THEY MUST BE iINIMUM PENETRATION OF 1 INCH. ES AT INTERMEDIATE FRAMING TO 4 INCHES OF EMBEDMENT MAY BE ER. SILL PLATE TO BE PRESSURE NAIL PLYWOOD TO - GLDLAM ® 3"oc FACH WAY ABOVE SHEARWALL (2)2X6 NAILED TOGETHE w/ tDd's O 6" WIDTH SEE PLAN FOR HOEDOWNS {F4 x I VERFS s• PROVIDE CORNER BARS TO MATCH HORIZ. REINF ~... CONTINUOUS HEADER ACROSS GARAGE SIMP ST6224 Yr~ PLY, SEE PLAN FOR i NAILING ~ P.T. 2x6 ~ NRNED-DOWN SLAB EDGE (2) ~4 NOTE: MAX HT TO WIDTH RATIO OF SHEARWALLS = 3.5 L -~--- CONTNUOUS FOOTING ACROSS GARAGE, SEE vy N W ~.y OJ M ,'y o0 C L-I °' a ~ c ~ O o `D • H ~ .M. W ~ W 3 ,--~ cC Fr U ~ ~ ~ }' v r1j v m y c U ~ C ~ P d C.I C O W _M ~ W 0 0. N P. ao„ad %~ ~` p 6tcN~ W a Q W x U Q a C. O U ~~ .-~ O C N U ~ ~i Project No.: 2523 Date: q/t8/zoo8 Checked hy: AMA ~ MAIN SHEARWALL PLAN r Bd O 6" ~ J¢" PLY // STRUCTURAL GABLE END TRUSS DESIGNED _ EDGE FOR VERTICAL !G AND END WALL . /~ WIND LOADS .I~ 16dO B' t Od06" _Y ~ ~ L BOTTOM CHORD CEILING GYP BRACING AS PER BOARD TRUSS MANUFACTURER'S REgUIREMENTS ~~ SECTION ® GABLE END t6d 0 8" )¢" PLY ~ PANEL EDGE NAILING, SEE SHEARWALL SCHEDULE -~ NOTE: LS60'S ARE NOT REOUIREO IF NAILED AS SHOWN. II JOISTS (2) 72d O 16° (2) 12d O 12" (2) 12d O B' ~~ TYPICAL FLOOR/ a_ \ ["I IrAI"l1~/A1 1 /1l1A lA l1-/1TI11A1 SEE PANEL EDGE NAILING (P. E.N.) SEE SHEARWALL SCHEDULE ~4x ~ O 48"oc Bd O6" 16d O 6"o.c. O 6"o.c. SIMP H2.5 - TRUSS HANGER LSBO, SEE SHEARWALL SCHEDULE FOR SPACING ed06" 3 SECTION SILL NAILS, SEE SHEARWALL SCHEDULE ANCHOR BOLTS, SEE SHEARWALL SCHEDULE N9.IE: IF COUNTERSUNK INTO SILL, PROVIDE 3z SILL MEMBER FOR SHEAR WALL TYPES O-O z ` FLOOR JOISTS, SEE PLAN f io (1) ~4 I 14^ .. _. r I~ f-/\T~ I\ \ 1 (,{~ N of 'y fU M °.--1 W C t-H rn C ~ o o `~ . rl ~ .M. bA c W ~ w 3 i--i LH L-I ~ ~ a ~y V O i-1 U p Q .~ C ~~ :., Q a ~ w~ G 00 ~~ N 0. Bur utl ~~ ,~ ~` o~ p' StN~ C O .~ V1 ~ O O H N W O ~ Q ~ W x Project Na.: 2523 Dale: q//8/2008 Checked by: AMA