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BLD-05-0155 ~ Building p.,ddress CI1''{ Of '{El-tA _ BUII-OING OEP AR1'tAEN1' RESIOEN1'IAI- CER1'lfICA 1'E Of ocCUP ANC'{ ~ owner Name owner p.,ddress ~ :\()749 s~ ~ plan Number ~ Building permit Number ~ RemarKS ---- (\II Code ReQuired ~ p.,reas Inspected None special conditions Date Buildi09 Official G. Carison . . 10leroatioOal Resideotiai Code \Chapter lhis structure is io compilaoce :t ~he I 0 state Buildi09 Code couocii pu<suaot 5'\-5'\ Wp.,C) as adopted b'l \h; das"'oloi2oRCIN effective Jui~ \.2004 to Chapters '\9.21 an ' , ~ FROM YELM SEWER DEPT FAX NO. 360-458-8166 I Oct. 19 2005 11 13AM ~t : :j:~ '; \ I FAX TRANSMISSION CITY OF YELM P.O. BOX 479 - 931 NP ROAD NE YELM, W A 98597 360-458-8411 FAX 360-458-8166 ~~ TO:&- '[i.. E Ie HEAJ r DATE: I D~ I q- D") FAX#: PAGES: I , including this Cover sheet From: 12A-)J1)Y Subject: Ho u...~ E F. )I\J.P) L /-n ~ t'6G1Ll..l,Ajt E:)'I ~ COMMENTS: LO (' 4/ 1 ~ "$ 81: lJAN CI L (2 D b7- /315 GO '1 1':1, .1.'>' 'l~\ :\i~\ '.r~ ill:, 'li;l , ~;~ jii~; 1\ \:.:i~ F1i OJ'. ti" ;J!l~t :\!~ I i, ** If you do nol receive all copies or any copy is not legible, please call (360) 458-8411 as soon as possible. ! Ij !J " ii 'I l\ l. ~l t1 'f .~ )l: I , il 11\ I! ii,~} I':r; 'I:' il I L r CITY OF YELM INSPECTION LOG c W- tJ -r: ~ Iv L- ct:s~ t7J PER.~1IT NUMBER (5 r-- ()/ ..s-j- ADDRESS J~3~!> VAJJc..1- CI, SE' SET BACkS Date /' ~ tJ}/t/ FOOTING WALL Front ~ ~ 12" ~ 6" \ M\\.JJ)'QJ\~ ~~::Flaol.mg 'P~ glo~;e( ~~';he( 'J'~)iV ~~ Slde.5 0 requlTed \ ems . /~- FOOTI"\G ~E~"'R ~I'l Dale.1eJzn.- W \ll REBAR /. Date '1'W PROJECT Comments t CO\lBIl'ED FRA!\lEj EXTERIc;.!~.sHEAR w .\LL I"'SPECTIO~/ v\"< \' ( Hold downs JJ &i/"- 7/~ I. Shear NailIng [] ad~ '1~/ I\\'\\~ Frame l ~ cll(b1/i~:llQas!Propane y~ ~ - Plumbmg )/3 /1#-. g 11-( ( t-.~echanIcal CJ C //{J/' I Comments <- .s\ttl~ f '7 sir"'pj I I'\SlLATIO~ f5 Gas ? Foam and Seal comments~ 8~! SHEET ROCK/SHEAR \,/~AIL comments---all'--- ~It.>>, If:. FI ' OTHER Comments ~ ElectrIC ::J Vaporbarner !J Other 7 p\'-\ fl~AL o Se\\ er Final r Address 'I' ElectrIcal J InsulatIon [J Cml FInal 0 Landscape Fln31 0 C of 0 o SIle Dramage 0 SIdewalk. c;:;~~~~;4'~rml~;l~ c o o I~ ~ City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit No BLD-05-0155-YL Issue Date. 06/07/2005 (Work must be started within 180 days) Receipt No 36934 Applicant: Name. PAR Homes Phone. 253-535-6504 Address' 10749 South A St. City' Tacoma State. WA Zip 98444 Property Information: Site Address. 16308 Vancil Ct. SE Assessor Parcel No. Subdivision: Timber Estates Lot: 4 Contractor Information: Name: Applicnt Address. Contact: Phone: City' State: Zip 98444 Contractor License No Expires Business License. Project Information: Project: Timber Estates Description of Work: 2288/3 Sq. Ft. per floor' (1st) 1179 (2nd) 1109 (3rd) 0 Garage 470 Basement 0 Heat Type (Electric, Gas, Other) GAS Fees. Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc --------------------------- ------------- Building Permit 100-500k 1,35999 99375 366.24 5.6000 65 4000 $1,000 Building Plan Review 574.59 000 000 o 0000 0.0000 Mechanical Permit 78.25 000 0.00 o 0000 o 0000 Plumbing Permit 118.00 20.00 98.00 7 0000 14 0000 Fixture Sewer ERU 5,41700 0.00 5,41700 5,417 0000 1 0000 ERU Sewer Inspection 145 00 0.00 145.00 145.0000 1 0000 ERU Water ERU 1,500 00 000 1,500.00 1,500.0000 1 0000 ERU Water Meter (SFD) 300.00 300 00 0.00 o 0000 o 0000 Water Deposit 4000 4000 0.00 o 0000 o 0000 Traffic Facilities Charge 757 50 0.00 757 50 750 0000 1 0100 Peak PM Trip Sewer Deposit 5000 5000 000 0.0000 0.0000 State Building Fee 4.50 450 000 o 0000 0.0000 TOTAL FEES. $10,344.83 Applicant's Affadavit: 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 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 futher certify that I a currently registered in the State of Washington. OFFICIAL USE ONLY #. Sets of Prints. -- By' Firm n_ _ _ ___ --- ~ lIf"-;~ CITY ,OF Ih/~\?~I - E{/~~ YELl\1 bSt J PO 80,'4'0 .:> 'e!rr WA 98597 LE.~~" J60-45E-8403 . .. , . -.." ~~.~ ;,">-. 'f",.~ ".." ~ --"'. -~,~ --~ ~~ ,=~. . ; . - 0: o o RECEIPT No 3G932 Rr::~C:I\!~ L..l. L::: 1- \' YK *;wN THOUSAND SIi HUNDPED FIFTY roup DOLLARS & ~3 CENTS P,ECE!\!ED FROM F AF, HOHES 10749 SOUTH A 81 TACOMA, WA 98444 BLD-05-0052-YL SITE 16=24 VANCIL CT SE DATE REC NO OE /07 /05 36~132 I,MOUNT 10,654 :3 CHEer REF NO PENDING BUDGETARY '- GRETCHEN BLDPRHT1~53 99, PLNREV8B3 99, MECHFRMT78 25 W/EPU1500 W/MTP300, W/DEP40, TPAFF757 50 PLHBPRHT112, S ERU541i, 3/DEP50. STFEE4 50 :3/IN~3145 . . ::l . ......... ,_,a. -___ 'i<' . .. .;;. .. 0 -'. :..:;',~ . . . RECEIPT No 369 3 3 F'FCFI\li=n -*n""~LEVIN THOUSiHlD FIVE HUNDRED THEN'I'Y DOlLP.R~ & 55 CENTS PECErJEO FRorll1 DATE REC NO 06/07/05 36933 AMOUNT REF NO PENDING PAR HOHES 10749 SOUTH A ST TACOMA, WA 98444 BLD-05-0156.-YL EITE 16::8 VANCIL CT SE 11,~20 ::.5 C:-rEC!\ BUDGETARY GHETCHEN BLDPHLT1820 7'"3, FLNREV1~":'2 51, HEr'HFPllT78 25, FL!mPFliTL:~ S/EFt5417 S/INS145 W,ERU1500, W/MTR300, W,DEP40, TRAFF757 50, S/DEP50, 2TFEE4 50 ~ . D ; ~ .. "'._,.~ .c."'-'...., ~ 0 ' . . .~ "'l'..,,~l"""- + < -~. _.~-""~-" . ...."... ~... F;ECEl \:ED * >- ok "* TE N ",.."~'" .1*,<",,'" ,.,/...-- /' I f \ \ -...........---- RECEIPT No 36934 ............ , I I .I THOUS f..NT: Tj-'~EL HUNDFED frB.TY rcLR DuLLPPS & B) CENTE F{ECE!VED FRO!v1 DATE REC NO ,Il.fv10UNT FiEF NO FEPDING P P R Hr)1.iE2 10749 EDUiE ; 8T TACOMA, WA 98444 81D-(15-j155-YL SITE 1630S VANCIL CT SE (2'6/07 !('5 369J4 1(1 t _/44 E:' CHECI{ BUDGETl'.R I GRETCHEN E L D F P li'I 1 ~ 5 ~'J C q F L N R E ..j 5 'i 5?, if E C H F }' I ! T 7;:, 2 5, P L 11 E F I; l1'I'l 1 C; '.' I E L U ~ 4 ~L 7 ,-i / nr~ F 1 tl 5 \"1 'CFU 1:2121.. \'l iiTF"?C1(j, \.r/;:EPJ~~~i, TRl\FF757 50, ~;/rEF~Jf?i, CTfEE4 CO o o Yelm School Distrlct ATTN SUSAN CROY PO BOX 476 YELM, ~~A 98597 360-458-1900 Sold to PAR HOMES 16867 PAR HOMES HOMES PAR 10749 S A ST, UNIT A T ACOMA \~A 98444 # 5985 09 06/03/05 Reg #1 SalesPerson SUSAN Item # 2900/MITIGATION MITIGATION/CAPITAL PROJECTS 1 @ 15,399 00 15,399 00 CK #7753 FOR 05-003 AND 04-0118-YL - TIM BER Item # 2900/MITIGATION MITIGATION/CAPITAL PROJECTS 1 @ 0 00 0 00 ESTATES FOR ALL 9 LOTS $1711 00 EACH SubTotal 15,399 00 Total Due Check 15,399 00 15,399 00 ---------- ---------- Thank you PLEASE KEEP THIS RECEIPT I I I ------~- ) ~, t/-e- \ -:rY" ."J-13 () I '101()o D -1'" ' .( o \-, ~ - l ~r 110 so~ I " 1 o N f ,I I I ~;..~ 1 ~r . '13 . . 1. 10"" ~ . I \ 0"'" I' #/ I " \ - ..S) J, .; .. - - 10 I , ~5 ~ - ~ to , , \ \ (p ~ t D <(.. .. a- ~ -+ ' .t.' -r-' J - \J()Iw~C\\ e-+. S.G. .~.- l01' r ~"-J:'-~,_____~ '- c c c \ CITY OF YELM REf~~NTIAL BUILDING PERMIT APPLlCATI(~)ORM prOjectAddress.lb3.{)~..jlJfJwfA...,,~\ (Cf,SC:parce'#' ');;.. 7 30J t..;fJ700 SUbdivision.~lMb",. E~fQ.te~ Lot#. ~ Zoning; 5\"'"7f~ Fo..'-I'r 1')( New Construction U Re-Modell Re-Roof I Addition U Home Occupation Sign 6 Plumbing U Mechanical u Mobile I Manufactured Home Pla?ement u Other Project DescriP1'onlscope of Work: Ii! Y'_ W. 5 ; V\ q ('C- ~ ~ I V J., (j..... c.- / / Project Value. :J.. () 0/, t!J0C) I O() J Building Area (sq ft) 1st Floor I I 71 2nd Floor I/O q Garage .." 7t) Deck Basement Carport Patio # Bedrooms2 # Bathrooms~..r Heatin~~S/0THE~r ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? d () If yes, a completed environmental checklist must accompany permit application. ~6) le,r V&/~ -2~ ~ <'00$ Q' BUILDING OWNER NAME. I Wt ~ ~ ADDRESS I/.) 7 <I?.s: .5 --to * ~ EMAIL CITYT ~C#'V\. CI..-. STATE IAJlA~ZIP 'Y"<V9TELEPHONE ;1..s-...r- f..fr- ~.s"e1Y ( I Ir.FN~F it MAIL TELEPHONE 0/ ;;J.~;....3.~q-:-O:J. ~/ I PLUMBING CONTRACTOR a! A- P/v...n JII\.~ TELEPHONE ;)...~'3- '1'7- J....77f) ADDRESS ?"Od-- ~3 r Sr cF €. 7 EMAIL CITY \~~ -...; STATE uJQ..'ZIP <<t r1" $feFAX CONTR'ACTOR~S LICENSE #' :F)(O P DA TE~tITY LICENSE # MECHANICAL CONTRACT2?,.R \ \'G1lI'\ r ~ TELEPHONE ;l!,--X' - Ss 7 - be; )\ ADDRESS 1f7~ ~ II b r :it:.. ~ EMAIL CITYf ~ 01N\. e-- STATE IN t).. ZIP #fllo/'~/' FAX CONTRACTOR'S LICENSE #kl',.eM gtlo.;l'l?rEXP DATI1..dJ:aCITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable I hereby certify that the above information 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. q91n ~ I/;;/.//OS- Appli nt's Signature Da(e Owner I Contractor I Owner's Agent I Contractor's Agent (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 period of 180 days 5 0- t\.A- e" It 5 L () 1";l T It Nt h,,-f' r; 5 +0.'-+ 'e- ~ f lo- V\. .#- ~?-77-1? 105 Yelm Avenue West POBox 479 Yelm. WA 98597 (360) 458-3835 (360) 458-3144 FAX www.ci.yelm.wa.us StructuraI Design Associates 2210 HewItt Ave, Smte 401 Everett, W A 98201 Ph. 425-339-0293 Fax 425-252-0916 sda@strucdes.com LETTER OF AUTHORIZATION FOR MULTIPLE USAGE OF RESIDENTIAL PLAN AS PIERCE COUNTY BASE PLAN (SUBJECT TO THE SCOPE OF WORK AND SITE DESIGN CRITERIA SHOWN BELOW) Date 12/ID/v'j- I I SDA Project # 21' ( 2- Governmg Code 2003 InternatIOnal Bmldmg Code Authonzed user~~Jl_JJQYnt'X ref Plrit:- ~ (Must exactly match the name orJ. the permIt) Plan IdentificatIOn. RLLlppC I LX} (iY1 22~-:}- Scope of Work. La.ftytll cf fSU.Jr7f DVu' JDPI-. I Site Design Criteria (assumed) Min. Req' d SOlI Brg DesIgn Snow Load Wind Exposure Category Wind Speed. SIte Class Max. spectral acceleratIOn for short pen ods (Ss) 1500 psf (assumed) 25 psf "B" (Suburban/Wooded areas) 85 mph "D" (T1616 1 1) /2-0.2- ThIS authonzatIOn expues on a code change or 3 years from the authonzatIOn date ThIS offiee has not venfied, and assumes no habIhty/responsIbIhty for thIS structure bmlt on sItes whIeh do not meet the above "SIte DesIgn Cntena" and whIch owner has not, pnor to startmg eonstructIOn, prOVIded SDA wIth a lot number and/or address for each buIld of thIS structure ThIS office has been eompensated for multIple use of thIS plan. (! Q~M~ (CHns..covmgtU) Authonzed by SDA on 11IJi>/v t- (Date5 I Q' ~ Structural Design Associates North Star Building 2210 Hewitt Avenue, Suite 401 Everett, Washington, 98201 Phone (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATION Lateral & Beams Over 10ft SDA #2712 Plan 2277 Site Specific Base Plan Yelm, WA December 30,2004 Structural DeSIgn Assoemtes North Star BuiIdmg 2210 HeWItt Ave SUIte 401 Everett, VVA. 98201 (425) 339-0293 PROJECT NAME K' ur;z PPfZ-u....., LOCATION ~aM ,'IN h CODE CRITERIA BuiIdmg codes Bui1dmg Department. SeISlTIle Zone VVind Zone 'il SOILS CRITERIA Soils Consultant Report # Beanng Pressure Beanng Depths Other MATERIALS CRITERIA Job # Z 1 11- Date '7/11 1m- DeSIgn C-c~. C p ~ A:P\.J:=/t- ~20Co 2003 InternatIOnal BuiIdmg Code .).3' JD 85 mph Exposure I e,. 150Opsf(assumed) 18" Below FinIshed Grade Concrete (28 Day Strength) FoundatIons & slab on grade Structural Slab VV alIs Columns Other Remforcmg SteeI- ASTM A-615 Grade 60 Grade 40 (Field bent and all welded Remforcement) Masonry (Hollow Conc. Umts - Grade N) Fm = 1500pSI Sohd Grouted Fm = 1500pSI Inspected? Yes No Struetural Steel Astm A- Connectors ASTM A-36 VVeld Electrodes E70 VVood Sawn tImber grades JOIsts Purims Beams Posts GIu-Iam lumber grade combmatIOn (24f-V4) sImple span & (24f-V8) for cantilevers or contInuous beams Pl)"vood grade and/or index .AP A Rated Roof: 15/32 cdx - PI = 24/0 Fc = 2500pSI Fe = 2500pSl Fe = 2500pSl Fy = 36ksl Fs = 211m 'il Struchrral DesIgn AssOcIates North Star Buildmg 2210 HewItt Ave, SUIte 401 Everett, WA. 98201 (425) 339-0293 Job # Date DesIgn '1- 7 I L.- 17-/1 I/~ CC,( LOADING CRITERIA FOR FLOOR Item Matenal Load psf Floor Covenng Carpet and Pad 30 Floor SheathIng 3/4 T &G CDX 23 Ceilmg 1 / 2 GWB 2.2 FIxtures - Mech., 1 02 Elect., & Misc Frammg Joists Tn 2.48 Beams 10 TOTAL DEAD LOAD = 12 PSF Live Loads ~ ReSIdentIal - 40psf (reducible) o Office - 50psf (reducible) o Assembly - 1 OOpsf (non-reducible) o Comdors and EXIts - 1 OOpsf (reducible) o Other Where allowed, lIve load IS reduced by 0 08% per square foot for areas greater than 150sf to a maxnnum reductIOn of 40% for members receIvrng load from one level only and 600/0 for other members R= 0 08 ( A - 150 ) '\l Structural DesIgn AssOcIates North Star Buildmg 2210 HeWItt Ave, SUIte 401 Everett, W A 98201 (425) 339-0293 LOADING CRITERIA FOR ROOF AND/OR CEILING ~ MaID Roof Area o Canopy or Mansard Roof o Ceilmg Only o Other Job # ""21 J"""L Date I 7- I I I ( D d- DeSIgn & ( ( Item Matenal Load psf Roofing Asphalt Shmgles 30 Sheathmg or Declang 15/32 CDX 1 5 InsulatIOn R38 30 Ceilmg 5/8 GWB 28 FIxtures - Mech., 26 Electneal, Mise Frammg Truss 2 1 TOTAL DEAD LOAD = 15 PSF Live Loads ~ Snow Load - 30 psf - n011 reduceable o Ceilmg Only - 10 psf o Increase ill Fb and Fv of 15% allowed for duratlon of load , 'I ~~~.____1Zl)~~ ~_~_2~-UJo4- -Z 7 1"2- N E. 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S'~-V&"~ ~\l~-~(~ I'O~ "'7'0 ~~10~~ -;;,.,4'1 -z.eie ~l?b-t D (4-ClS34:l::- S ~€,~t~. i ~ ~\J p'!.--'eL S lOrE:- yo 5 {D ~ z::. 4---S 2-- 4-itt" rA../ 1 ~ D (, -z,. €:/CY5~ S~A S~/LL ~~~- ~; ~7, .r.". r_, .....-..: ~~ <,-" ?"' 'i""'" ,,";,- r..1 C\.l r~[ t"..J e! r ~'Ex::n;::::- C)l A-P~ Ar-=-~' to _ 7& ~ I J3 c--"Z-- '3- 9 Co to? t ( --;> I E:.c>"P04== UC"'~~ 1'')'';;2- c,D><-.. WI gJe..L."Ok.(P~T%(""~ 4 iSle \7-- Ct to 1<- (?~"f$<-- F-'-t ~'L.-P) (~~) e\ci.e~b T=-~~;;:...~((O(4~ -;;,-/77-#::--76'7' (NS~ V-St- D to (.3~' 57;), J 2-'.>!. & -H-F~' 2- J'f:- o - ~L--OOe... e>~..-1 erv.~:z- Vr/l~"4,C.'t~ L --2- -Z- \ t-J~4-(40)r e,( l'C)'p--~ (S'7:) -- to Sh 1~~ fOl/F- ~ ~--3C4~d-(tl(~\O, S(S~-:::7~b ~ p~ rzC40"'XtyJ+-~Ctox4j1 zz-ttV e;- -:..-. 22-~ l~ ~ } ~'5~ ~tX ~4-,>61-- ( IO~ ,_ /4'<"" t (pc, Ie> r 8-1..-- ) en L--- "" 3(,f-b< I b (z.. (;> 4r-'\(4'j ! \\.~;a C Ar-_ r:s (.0 I( -1 . "Z ~\ I~ ~ e.v::' q I aS 12e..:: e... b~ Gt ~~ D~ b-f-"D-l2- '- ~ I ~ I U:- ~ ~.. l (gO P (./f1=- fV\ -::. ( CoOe t ~~ <) ( 2-0 ~ €j <.::; ~~ \ iD -- 4tB ( S 7 / V1 ? vc;-'~4'tk. (2- t.YF~t r;z...,::;~ t 2. ~'SJ;f- Title Dsgnr' Description Scope' ~M- Job # Date: 11 :51 AM, 11 DEC 04 Rev: 581}= User: KW-0605>J67, Ver 5.8.0, 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Softv.-are Page 1 General Timber Beam Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 7.0x16.0 7.000 in 16.000 in Manuf/So.Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 22.00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu Lu Lu 0.00 ft 0.00 ft OOOft ! Trapezoidal Loads g;~.~~~ """""'""",",..." ""'..0:>0""""=.","""",,"",",,==:::o::I=-~ ......"~<:!!'.. #1 DL @ Left 251.00 #/ft LL @ Left 495.00 #/ft DL @ Right 251.00 #/ft LL @ Right 495.00 #/ft #2 DL @ Left 236.00 #/ft LL @ Left 420.00 #/ft DL @ Right 236.00 #/ft LL @ Right 420.00 #/ft I Point Loads . D~d Load-"T,040--:oit;;---~,-",vlb~--_.fb;-"-~---u,-;-~ Live Load 1,200.0 fbs lbs Ibs Ibs .distance 11.500 ft 0.000 ft 0.000 ft 0.000 ft Center Span... Dead Load Deflection -0.352 in . Location 11. 000 ft . Length/Defl 749.3 Camber ( using 1.5 * D.L. Deft ) @ Center 0.529 in @ Left 0.000 in @ Right 0.000 in ,=c=..-~_~.=="~~.,~_,,_"~,~~~,_=~,=,,=.=.==.=_,,~=~_=_,_.._..... _=~__,~==,~~=I Start Loc End Loc Start Loc End Loc 0.000 ft 11.500 ft 11.500 ft 22.000 ft "-~'-=__'~N__~~_~'_<<'__~_..J Ibs Ibs Ibs lbs lbs Ibs 0.000 ft 0.000 ft 0.000 ft Maximum Shear * 1 5 Allowable Shear: Camber 108.01 psi 290.00 psi Reactions... Left DL Right DL 3.22 k 3.18 k @ Left @ Right @ left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 12.1 k 32.5 k 9.05 k 8.66k 0.000 in 0.529 in 0.000 in 9.05 k 8.66k Total Load 0.000 in 0.0 0.000 in 0.0 Total Load -0.956 in 11.000 ft 276.18 Left Cantilever Deflection . Length/Defl Right Cantilever Deflection . Length/Defl Span= 22.00ft, Beam Width = 7.oooin x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.758 1 Maximum Moment 54.7 k-ft Allowable 72.2 k-ft Max. Positive Moment 54.71 k-ft at 11 440 ft Max. Negative Moment O.OOk-ft at 0,000 ft Max @ left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 72.18 fb 2,198.22 psi fv Fb 2,900.00 psi Fv Deflections Title Dsgnr' Description Scope L-~ A0 Job# Date: 11 :54AM, 11 DEe 04 Rev: 580003 User: K\I,,-0605007. Ver 5.8.0. 1.Dec 2003 (c)1983-2003 EtlERCALC Engineering Software Page 1 General Timber Beam Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined 6.75x16.5 Section Name Beam Width Beam Depth Member Type 6.750 in 16.500 in GluLam Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 22.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi .Lu .Lu Lu 0.00 ft 0.00 ft 0.00 ft I Trapezoidal Loads """"........,""......._<- ~ .....",-'."'''''=><',,_.''''.'''''''' ....="""':c=.a:."...."""""-'''''".,.',,'''"''~''''" ._-"-_~.'==4~"~'~~~=< _ ,<=%~,,~~.~~=,_-~,~_,=, ,~"""...~=",~,_~~=.~~.,.,.."~==-^'M'~~~=__.,~_",~J #1 DL @ Left 251.00 #/ft LL @ Left 495.00 #/ft Start Loc 0.000 ft DL @ Right 251.00 #/ft LL @ Right 495.00 #/ft End Loc 11.500 ft #2 DL @ Left 236.00 #/ft LL @ Left 420.00 #/ft Start Loc 11.500 ft DL @ Right 236.00 #/ft LL @ Right 420.00 #/ft End Loc 22.000 ft I Point Loads 11 ~$_~,tl'h~_...t<>>::."_~-""'..~_t:l.<....it-iI<r;...o<JII>!i,~...:.l"'__~.""'n_""'~~...."'.<rl'm.,"""''''''''''''"'~'''~.....,,......>.J>""'*"l9"_'"'"""..,...~~~~{XIl~=~~~....,,'''='''''''........,,~~_;c~,J Dead Load 1 ,040.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ~~ 1~~ ~ ~ ~ ~ ~ ~ .distance 11.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Ii Cummary /I Beam Design OK Span= 22.00ft, Beam Width = 6.750in x Depth = 16.5in, Ends are Pin-Pin Max Stress Ratio 0.952 1 Maximum Moment 54.7 k-ft Allowable 57.5 k-ft Max. Positive Moment 54.71 k-ft at 11 440 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 57 46 fb 2,143.57 psi tv Fb 2,25113 psi Fv I Deflections Maximum Shear * 1 5 Allowable Shear' Camber 108.62 psi 240.00 psi Reactions... Left DL Right DL 3.22 k 3.18 k @ Left @ Right @ Left @ Center @ Right Max Max 12.1 k 26.7 k 9.05 k 8.66k 0.000 in 0.555 in 0.000 in 9.05k 8.66k -. Center Span... Dead Load Deflection -0.370 in . Location 11 .000 ft . Length/Defl 713.2 Camber ( using 1.5 W D.L. Defl ) @ Center 0.555 in @ Left 0.000 in @ Right 0.000 in Total Load -1.004 in 11.000 ft 262.86 Left Cantilever .. Deflection . Length/Defl Right Cantilever Deflection . Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 PLAN 2266 UPPER LEFT SHEARWALL V(from upper)= 6110lb 49531b V(from main)= Olb Olb L (Wind) = 6110 Ib L (Smc) = 4953 Ib L(tot) j 16.171ft v = 82 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 82 .. Pi 8 ~ tT16.1~ + UPPER MIDDLE V(fromupper)= 6110lb V(from main)= 0 /b L (Wind) = 6110 Ib L (Smc) = L(tot) j 16.51ft v= 185PLF IBC 2306.4 1 . OVERTURNING P2 ~ 185 ~ PLF po Pi 8.0 ~ T t 16.50 +c UPPER RIGHT V(from upper)= 6110lb V(from main)= 0 Ib L (Wind) = 6110lb L (Smc) = L(tot) j 33.83 1ft v = 51 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 51 _ PLF Pi 8.0 ~ - T t 8.33 + C PLF 1 4 x 0.93 x Height of shear wall = Length of shear wall = Aspect Ratio OK December 11 , 2004 SDA Job# 2712 3 Tributarv Area (UDDer Floor) ~subdiaph.length ~totallength I Tributa~ Area (Main Floor) o subdiaph.length 1.0 total length 10lb 3.0 ft 4.0 ft P1= 0.67 (3.0 x 16.2) x 7.2 +[( 8.0x 16.2)J 10 = 1095/b pz= (4.0 I 16.2) x ( 1095) = 2711b T=C = [ 82 x 8.0 J - [ 1095 x.5 J - [ 271J = -163 Ib Total = upper + lower C[] + -163 = -1631b SHEARWALL 49531b Olb 49531b 1 4 x 0.93 x Height of shear wall = Length of shear wall = Aspect Ratio OK 1 enter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 260 = 339 PLF ~ ~ USE & IIOK Tributarv Area (UDDer Floor) c=I]subdiaph.length ~totallength I Tributa* Area (Main Floor) o subdiaph.length 1 .0 total length 10lb 3.0 ft 4.0 ft P1= 0.67 (3.0 x 16.5) x 7.2 +[( 8.0x 16.5)J 10 = 1118 Ib pz= (4.0 I 16.5) x (1118)= 2711b T=C = [ 185 x 8.0 J - [ 1118 x.5 J - [ 271J = 651 Ib Total = upper + lower C[] + 651 = 6511b -----. Weight of shear wall = Tributary width for dead load (P 1) = Length of adjoining wall (P2) = NO HOLDOWNS REQUIRED Benter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 260 = 339 PLF ~ ~ USE&' -----. Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = USE SIMPSON DESIGN HOLDOWNS SHEARWALL 49531b Olb 49531b ~enter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic IIMST37 Tributary Area (Upper Floor) ~subdiaph.length C]Q;Q]totallength I Tributa~ Area (Main Floor) o subdiaph.length 2.0 total length 10lb 3.0 ft 4.0 ft ~OK 1 4 x 0.93 x Height of shear wall = Length of shear wall = Aspect Ratio OK P1 = 0.67 pz = (4.0 T=C = [ 51 Total = upper + lower 260 = 339 PLF ~ ~ USE&' -----. Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = (3.0 x I x 8.3)x 8.3) 8.0 7.2 +[( 8.0x 8.3)J 10 = 5641b x ( 564 ) = 271 Ib J-[ 564 x.5 J- [ 271J= -1471b C[] + -147 = -1471b NO HOLDOWNS REQUIRED PLAN 2266 UPPER FRONT SHEARWALL V(from upper)= 4928 Ib 4953 Ib V(from main)= 0 Ib 0 Ib :E (Wind) = 4928 Ib :E (Smc) = 4953 Ib L(tot) I 8.51 ft v = 122 PLF IBC 2306.4 1 . OVERTURNING P2 ~ 122 PLF P1 8.0 ~ iT 2.5~ ~ UPPER MIDDLE V(from upper)= 49281b V(from main)= 0 Ib :E (Wind) = 4928 Ib :E (Smc) = L(tot) I 161ft v= 155PLF IBC 2306.4 1 . OVERTURNING P2 ~ 155 PLF P1 8.0 ~ , T t 4.25 ~c UPPER REAR V(from upper)= 49281b V(from main)= 0 Ib :E (Wind) = 4928 Ib :E (Smc) = L(tot) I 18.251ft v= 136 PLF IBC 2306.4 1 . OVERTURNING P2 ~ 136 ~ PLF P1 8.0 ~ , ~ T t 8.00 ~ C December 11 , 2004 SDA Job# 2712 4 1 enter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls o Enter 1 for Wind or 0 for Seismic Tributarv Area (Upper Floor) ~subdiaph.length ~total length (2w\h) x 0.93 x USE~ I Tributa~ Area (Main Floor) o subdiaph.length 50.0 total length 260 = 151 PLF ~ ~ ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = 10lb Tributary width for dead load (P1) = 19.0 ft Length of adjoining wall (P2) = 4.0 ft P1= 0.85 (19.0 x 2.5) x 15 +[( 8.0x 2.5)) 10 = 7761b P2= (4.0 I 2.5) x ( 776 ) = 1241 Ib T=C=[ 122 x 8.0 ] - [ 776 x.5 ] - [ 1241] = -6511b Total = upper + lower = =:J + -651 -651 Ib NO HOLDOWNS REQUIRED IIOK SHEARW ALL 4953 Ib Olb 49531b Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls o Enter 1 for Wind or 0 for Seismic Tributarv Area (Upper Floor) c==IJsubdiaph.length ~total length 0.93 x USE~ I T"""'~"" (M,"" Floo'l o subdiaph.length 2.0 total length 260 = 242 PLF ----. Height of shear wall = Length of shear wall = Aspect Ratio OK ~ ~ Weight of shear wall = 10lb Tributary width for dead load (P 1) = 18.5 ft Length of adjoining wall (P2) = 4.0 ft P1= 0.85 (18.5 x 4.3) x 15 +[( 8.0x 4.3)) 10 = 12911b P2= (4.0 I 4.3) x ( 1291 ) = 1216 Ib T=C= [ 155 x 8.0 ] - [ 1291 x.5 ] - [ 1216] = -623 Ib Total = upper + lower CQ:J + -623 -623 Ib NO HOLDOWNS REQUIRED IIOK SHEARWALL 4953 Ib Olb 49531b Benter 1 for upper floor or 0 for main floor o enter 1 for rig ht -left, or 0 for front -rear walls o Enter 1 for Wind or 0 for Seismic Tributary Area (Upper Floor) c==IJsubdiaph.length ~totallength 0.93 x USE~ I Tributa~ Area (Main Floor) 1 subdiaph.length 2.0 total length 260 = 242 PLF ----. Height of shear wall = Length of shear wall = Aspect Ratio OK ~ ~ Weight of shear wall = 10lb Tributary width for dead load (P1) = 18.5 ft Length of adjoining wall (P2) = 4.0 ft P1= P2= T=C =[ 0.85 (4.0 136 (18.5 x I x 8.0) x 8.0) 8.0 15 +[( 8.0x 8.0)) 10 = 24311b x (2431) = 12161b ]-[ 2431 x.5 ]- [ 1216]=-1345Ib Total = CQ:J + -1345 -13451b upper + lower NO HOLDOWNS REQUIRED IIOK PLAN 2266 MAIN LEFT SHEARWALL V(from upper}= 6110lb 49531b V(from main}= 5067 Ib 2803 Ib L (Wind) = 11177 Ib L (Smc) = 7756 Ib L(tot) 1 29.5 1ft v= 84 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 84 " P1 9 ~ tT16.1~ ~ MAIN MIDDLE V (from upper)= 6110 Ib V(from main)= 5067 Ib L (Wind) = 11177 Ib L (Smc) = L(tot} i 221ft v = 369 PLF IBC 2306.4 1 . OVERTURNING P2 ~ 369 PLF P1 9.0 ~ . T t 22.00 +c MAIN RIGHT V(from upper)= 6110lb V(from main}= 5067 Ib L (Wind) = 11177 Ib L (Smc) = L(tot} i 35.5 1ft v = 89 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 89 PLF ~ P1 9.0 ~ T t 5.50 ~ C PLF December 11 , 2004 SDA Job# 2712 5 Tributary Area (Upper Floor) ~subdiaph.length ~totallength I Tributa~ Area (Main Floor) 9 subdiaph.length 40.0 total length 10lb 3.0 fl 4.5 fl IIOK Tributary Area (Upper Floor) c:::::IJ subdiaph.length ~totallength IT """'[ A'''' (M.;" F10"1 1 subdiaph.length 1.0 total length 10lb 2.5 fl 4.5 fl ~STHD10RJ II Tributary Area (Upper Floor) ~subdiaph.length []Q;Q]totallength 10lb 2.5 ft 4.5 fl IIOK o enter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE .6 260 = 339 PLF ~ ~ ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = P1= 0.67 (3.0 x 16.2) x 12 +[( 9.0x 16.2)J 10 = 13581b P2= (4.5 I 16.2) x ( 1358 ) = 3781b T=C=[ 84 x 9.0 J - [ 1358 x.5 J - [ 378J = -305 Ib Total = upper + lower 1-1631 + -305 -468 Ib NO HOLD OWNS REQUIRED SHEARWALL 49531b 2803 Ib 77561b Benter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE&' 380 = 495 PLF ~ ~ ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = P1= pz= T=C = [ 0.67 (4.5 369 (2.5 x I x 22.0) x 22.0} 9.0 12 +[( 9.0x 22.0)J 10 = 1760lb x ( 1760) = 360lb J - [ 1760 x .5 J - [ 360J = 2083 Ib Total = ~ + 2083 = 27341b USE SIMPSON DESIGN HOLDOWNS upper + lower SHEARWALL 49531b 28031b 77561b ~enter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE .&. 260 = 339 PLF ~ ~ ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = P1= 0.67 (2.5 x 5.5) x 12 +[( 9.0x 5.5)] 10 = 440lb pz= (4.5 I 5.5) x ( 440 ) = 360lb T=C = [ 89 x 9.0 J - [ 440 x.5 J - [ 360] = 217 Ib Total = upper + lower 1-1471 + 217 = 70lb NO HOLDOWNS REQUIRED December 11 , 2004 SDA Job# PLAN 2266 MAIN FRONT SHEARWALL 49531b 28031b 77561b V(from upper)= 4928 Ib V(from main)= 4524 Ib 1 (Wind) = 9452 lb L (Smc) = L(tot) 1 11.51ft v = 90 PLF IBC 2306.4 1 . OVERTURNING P1 ~ 90 PLF MIDDLE V(from upper)= 49281b V(from main)= 4524 Ib 1 (Wind) = 9452 Ib L (Smc) = L(tot) f 161ft v = 295 PLF IBC 2306 4 1 . OVERTURNING pz ~ 295 PLF Pi 9.0 + T t 5.25 ~.c MAIN REAR V(from upper)= 49281b V(from main)= 4524 Ib 1 (Wind) = 9452 Ib 1 (Smc) = L(tot) f 11.251ft v= 232 PLF IBC 2306.4 1 . OVERTURNING pz ~ 232 PLF Pi + T t 3 75 ~c o enter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x 260 = 339 PLF Lill ~ --. USE 6 2712 6 Tributarv Area (Upper Floor) ~subdiaph.length ~Iotallength ,T"'1A,ea 1M." '100<) o subdiaph.length 50.0 total length Weight of shear wall = 10 Ib Tributary width for dead load (P 1) = 11.5 ft Length of adjoining wall (P2) = 4.5 ft Height of shear wall = Length of shear wall = Aspect Ratio OK P1= 0.67 (11.5 x 2.7) x 12 +[( 9.0x 2.7)] 10 = 4061b P2= (4.5 I 2.7) x ( 406 ) = 6841b T=C=[ 90 x 9.0 ] - [ 406 x.5 ] - [ 684] = -781b T olal = upper + lower = 1-6511 + -78 = -729 Ib NO HOLDOWNS REQUIRED SHEARWALL 49531b 28031b 77561b Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic IIOK ~ 1 4 x 0.93 x 260 = 339 PLF Lill ~ --. USE 6 Tributarv Area (Upper Floor) [=::::J] subdiaph .Iength ~totallength I T"''''''r''' (M.. ''''''J 1 subdiaph.length 2.0 total length 10lb 8.0 ft 4.0 ft IISTHD8RJ Tributary Area (Upper Floor) CJI]]subdiaph.length ~totallength I T"'l A... (M.in '''''''J 11.5 subdiaph.length 44.7 total length 10lb 7.8 ft 4.5 ft P1= 0.67 (7.8 x 3.8) x 12 +[( 8.0x 3.8)] 10 = 4331b P2= (4.5 I 3.8) x ( 433 ) = 5191b T=C={ 232 x 8.0 ] - { 433 x.5 ] - { 519] = 11181b Total = upper + lower 1-13451 + 1118 = -227 Ib NO HOLDOWNS REQUIRED IIOK Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P1) = Length of adjoining wall (P2) = P1= 0.67 (8.0 x 5.3) x 12 +[( 9.0x 5.3)] 10= 651 Ib P2= (4.0 I 5.3) x ( 651 ) = 4961b T=C =[ 295 x 9.0 J - { 651 x.5 ] - [ 496J = 18371b Total = upper + lower 1-6231 + 1837 = 12141b USE SIMPSON DESIGN HOLDOWNS SHEARW ALL 49531b 28031b 77561b Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x 260 = 339 PLF ~ ~ --. USE & Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P1) = Length of adjoining wall (P2) = '\. _' ___\LY ~ff'J7J!.--_~~_1 z~,-]..-l.uJ~-~.:-' _--"Z.:J..L0- -'- - ---c- 1. ~ ~ I F&e- i? "" e-. \) 1/'" .'tV b< i"W1 '1 '1.<; i: _ _ l 0 ,-:' I v/,::- \ '\. C tfO ')<- IOC ('0 )+-6 C s:z:,. =-- (2- '7 h ~ 12 C-grv'-p?~ ~iZ- Sl/~(t"l/€> F'Sl.- e;-_""'7' , ('" -::-,' _' ~3/? G- \ S ty'W L---~ n." vJ I __ 8~S"z- )t-\4!>')(tO/~ 17).. vJ ,-:;: -:z:; (S7-j-t<5D;t-~ ~ r C\-~(.. 1 h~ 1 C QYV'- P "? ~ ~~ {/,Ml( fI -Vb fl">U r ' _...1; . :"> -\- c.v'i('-! "S I ~ \ 10" __.tel- 'r"1- 12 ~ ~~ S? ------ (\ cJ ~!, ~ ([) ,-.) 1\ l-- "- I C)?''; f' -:.. G::' t:J () --I- .f- k4-"Z- -:. I \ l,yz.. AS- '^--' -:. ;; C. veil +- ~(tO) z- uc:o P-v P 1.80 '.S G\-;t!. , 1 (0. ",s --1. . t1 v-...-7, 1601f-lf- tZ ~ ",1116 ce '"' ""70r"Z- ~"O ""., 5';;r -v5 OCl :::;J ,..f'J (;) C.i ,..- .,J .-::!,~ .~~; ...::;- '\""'"".,--~ , , ' N c' ('..J ::"'.!~ ~ 'J~~~'%M i1 7ft?; ~v $ " Title Dsgnr' Description Scope 7/)3 Job # Date: 12:19PM, 11 DEC04 Rev: 580003 Usee KW.{J605067, Ver 5.8.0, 1.Dec.2003 (c)1983-2003 B-lERCAlC Engineering Software Page 1 General Timber Beam Description Genera/Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 5.25x11.875 5.250 in 11 .875 in Manuf/So. Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 17.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 000 ft Span= 17.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.667 1 Maximum Moment 19.9 k-ft Allowable 29.8 k-ft Max. Positive Moment 19.89k-ft at 8.960 ft Max. Negative Moment -O.OOk-ft at 17.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 29.82 fb 1 ,934.55 psi tv Fb 2,900.00 psi Fv I Deflections Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right I" -~lImmary II 176.00 #/ft 176.00 #/ft 209.00 #/ft 209.00 #/ft LL @ Left II @ Right LL @ Left LL @ Right 104.10 psi 290.00 psi 320.00 #/ft 320.00 #/ft 430.00 #/ft 430.00 #/ft Maximum Shear * 1 5 AlIowab/e Shear' Camber Reactions... Left DL Right OL 1.56 k 1.68 k Start Loc End Loc Start Loc End Loc @ Left @ Right @ Left @ Center @ Right Max Max 0.000 ft 12.500 It 12.500 ft 17.500 ft Beam Design OK 6.5 k 18.1 k 4.44k 4.95k 0.000 in 0.393 in 0.000 in 4.44k 4.95k m Center Span... Dead Load Deflection -0.262 in Location 8.820 ft . Length/Defl 800.7 Camber (using 1.5 * D.L. Def!) .. @ Center 0.393 in @ Left 0.000 in @ Right 0.000 in Total Load -0.753 in 8.820 ft 279.07 Left Cantilever... Deflection . Length/Defl Right Cantilever Deflection . LengthlDefl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 , Title Dsgnr' Description Scope -;k- Job# Date: 12:17PM. 11 DEC 04 Rev: 580003 User: KW-W05057 Ver 5.8.0, 1.Oec 2003 (c)1983.2003 B-4ERCALC Engineering Scftware Page 1 General Timber Beam Description General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 3.5x11.875 3.500 in 11.875 in Manuf/So. Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 10.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu Lu 0.00 ft 0.00 ft OOOft Center Left Cantilever Right Cantilever 481.00 #/ft #/ft #/ft LL LL LL 795.00 #/ft #/ft #/ft I Summary I Beam Design OK Span= 10.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.885 1 Maximum Moment 17.6 k-ft Allowable 19.9 k-ft Max. Positive Moment 17.58 k-ft at 5,250 ft Max. Negative Moment O.ook-ft at 10.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 19.88 fb 2,565.29 psi tv Fb 2,900.00 psi Fv r Deflections Maximum Shear * 1 5 Allowable Shear' Camber: 197.28 psi 290.00 psi Reactions... Left DL Right DL 2.53 k 2.53 k @ Left @ Right @ Left @ Center @ Right 8.2 k 12.1 k 6.70k 6.70k 0.000 in 0202 in 0.000 in Max Max 6.70k 6.70k I Center Span... Dead Load Deflection -0.135 in . Location 5.250 ft . Length/Defl 935.7 Camber (using 1.5. D.L. Den) @ Center 0.202 in @ Left 0.000 in @ Right 0.000 in Total Load -0.357 in 5.250 ft 352.70 Left Cantilever._ Deflection .Length/Defl Right Cantilever Deflection . Length/Deft Dead Load 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 "l, Title Dsgnr' Description Scope le Job # Date: 12:32PM, 11 DEC 04 Re'lI: 580003 User: KW-0605067. Ver 5.8.0. 1-De~ 2003 (~)1983-2003 ENERCALC Engineering Softv.are Page 1 General Timber Beam Description General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 5.25x11.875 5.250 in 11.875 in Manuf/So. Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 10.25 ft Left Cantilever ft Right Cantilever fl Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 fl 0.00 fl Center Left Cantilever Right Cantilever 125.00 #/ft #/ft #/fl LL LL LL 75.00 #/ft #/ft #/fl Span= 10.25ft, Beam Width = 5.25Oin x Depth = 11 .875in, Ends are Pin,Pin Max Stress Ratio 0.880 1 Maximum Moment 13.3 k-ft Allowable 29.8 k-ft Max. Positive Moment 13.34 k-ft at 8.979 ft Max. Negative Moment 0.00 k-ft at 10.250 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 29.82 fb 1,297.53 psi tv Fb 2,900.00 psi Fv Deflections , Point Loads Dead Load Live Load .distance 4,130.0 Ibs 7,012.0 Ibs 9.000 ft Ibs Ibs 0.000 fl Center Span... Dead Load Deflection -0.061 in . Location 5.617 ft . Length/Deft 2,0177 Camber ( using 1.5 * D.L. Defl ) @ Center 0.091 in @ Left 0.000 in @ Right 0.000 in Ibs Ibs 0.000 ft 255.31 psi 290.00 psi Total Load -0.141 in 5.699 fl 869.35 Ibs Ibs 0,000 ft Maximum Shear * 1 5 Allowable Shear' Camber Reactions... Left DL Right DL 114 k 4.27k Ibs Ibs 0.000 fl @ Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Ibs Ibs 0.000 fl Ibs Ibs 0.000 fl Left Cantilever... Deflection . Length/Deft Right Cantilever Deflection . Length/Deft Beam Design OK 15.9 k 18.1 k 2.38k 10.81 k 0.000 in 0.091 in 0.000 in 2.38k 10.81 k Total Load 0.000 in 0.0 0.000 in 0.0 o . ~ (j)(j)(j) WWW 0:0:0: <(<(<(0: 555~ (j)(j)(j)...J ll>ll>ll>U:: I I I I (j)(j)(j)(j) f-l-l-l- wwww wwww :c:c::r::c (j)(j)(j)(j) 0000 ll>000 ,...C\lC\l I I I I ll><O1'-1'- (OJ (OJ (OJ (OJ C\lC\lC\l~ 0000 rhchd,rh I- W :2 o (.) ~~~ etPTl~ L-~ I~.S' Gr. ( e. O~R- ~-w./,'"~ eQ;../ . G 2- -07:> e -=--0 5 /z. -.t--I ") tJ"O ( Z 7 ,S/7) ~ 0 S 2- <;c#=-- ~ 'Z. -z... P ((.. ~t4et. :--.. ,7 'Z. ~ g.~ 3. I 61(.,.. vv=- '2-(40)+ g(tO JtCo'7 (5'i.0 ~ I ~ S,Pt-<F-'1 J8 SW ~?'lS C OVVt po BAr v S~ '5 !; 4--~ 1 Cb f'SL l ~ (LJPS~ WJvt1.-- A---'~ It)S ?:,.S ,?l~ , '1,5 CD D 1 -) ~ 'I e rz.-:... $ f6 B4 ev~ I d 1/34--"- j Q 00 'e, Structural Design Associates, Inc. 2210 Hewitt Ave, Suite 401 Everett, WA 98201 Title Dsgnr Description Scope Job # gA- Date: 11'12AM, 24 DEC 04 RllIr. 580003 User: KW-0605067, Ver 5.8.0, 1-0ec-2003 (c) 1983-2003 ENERCALC Engineering Software Page 1 General Timber Beam Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 5.25x18.0 5.250 in 18.000 in Manuf/So.Pine Load Our Factor Beam End Fixity 1.000 Pin-Pin Center Span 19.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fe Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft I ~ull Len~th Uniform Loads Center DL Left Cantilever DL Right Cantilever DL I Point Loads -- -Dead Load Live load .distance 3,122.01bs 5,203.0 Ibs 5.500ft 3,180.0Ibs 5,480.0Ibs 3.500 ft 118.00 #/ft #1ft #1ft Ibs Ibs O.GOOft LL II II 77.00 #1ft #/ft #/ft Ib; Ibs 0.000 ft ... J Ibs Ibs 0.000 ft "'- - Ibs Ibs O.OOOft J Ibs Ibs 0.000 ft I Summary (I Beam Design OK Span= 19.50ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin-Pin Max Stress Ratio 0.905 1 Maximum Moment 62.0 k-ft Allowable 68.5 k-ft Max. Positive Moment 62.02 k-ft at 5.538 ft Max. Negative Moment O.OOk-ft at 19.500 ft Max@ Left Support 0.00 k-ft Max @ Right Support 0.00 k-f1: Max. Mallow 68.51 fb 2,625.38 psi tv Fb 2,900.00 psi Fv I Oeflections 233.25 psi 290.00 psi Maximum Shear * 1.5 Allowable Shear' Camber' Reactions... Left DL Right DL 6.00 k 2.60k @ Left @ Right @ Left @ Center @ Right Max Max 22.0 k 274 k 14.98 k 5.80k 0.000 in 0.431 in 0.000 in 14.98 k 5.80k I Center Span... Dead Load ( Deflection -0.287 in .Location 8.892 ft .Length/DefI 815.3 Camber ( using 1.5 * D.L Deft ) ... @ Center 0431 in @ Left 0.000 in @ Right 0.000 in T Dtal Load -0.695 in 8.814 ft 336.80 Left Cantilever Deflection .Length/Defl Right Cantilever Deflection .Length/Dell Dead load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 "I ... '~ iviCE Parameters - Conterminous 48 States Zip Code - 98597 Central Latitude = 46 861391 Central Longitude = -122.521453 Data are based on the 0 10 deg gnd set Penod SA (sec) (%g) o 2 115 6 Map Value, Soil Factor of 1 0 1 0 035 1 Map Value, Soil Factor of 1 0 MCE Parameters x Specified Soil Factors 0.2 1202 Soil Factor of 1 04 1.0 0597 Soil Factor of 1 70 1/+ StructuraI Design Associates 2210 HewItt Ave, SUite 401 Everett, W A 98201 Ph. 425-339-0293 Fax 425-252-0916 sda@strucdes.com LETTER OF AUTHORIZATION FOR MULTIPLE USAGE OF RESIDENTIAL PLAN AS PIERCE COUNTY BASE PLAN (SUBJECT TO THE SCOPE OF WORK AND SITE DESIGN CRITERIA SHOWN BELOW) Date /Z~I) Jo'f- I SDA ProJeet # .t.1-Jl Governmg Code 2003 InternatIOnal BUIldmg Code Authonzed User ~(. 1 ;-0.1)1: I/II-\omu f rA~ ~Y'>"U.3 ~tly match the name on the permIt) Plan IdentIficatIOn.Jwp}")'il Lj~) un 22-7-1--- Seope of Work. Llit.h ru I f' (3ttmf l)VI V I 0 fj- Site Design Criteria (assumed) Min. Req'd Soil Brg DesIgn Snow Load. Wind Exposure Category' Wind Speed. SIte Class Max. spectral aeceleratIOn for short pen ods (Ss) 1500 psf (assumed) 25 psf "B" (Suburban/Wooded areas) 85 mph "D" (T1616 1 1) IbO.2 ThIs authonzatIOn expIres on a code change or 3 years from the authonzatIOn date ThIS office has not venfied, and assumes no liabIlity/responsIbIlity for thIs structure bUilt on sItes whIch do not meet the above "SIte DesIgn Cntena" and whIch owner has not, pnor to startmg constructIOn, provIded SDA wIth a lot number and/or address for each build of thIs strueture ThIs office has been comp~ns~ ~thls plan, AuthorIzed by SDA (i)C ~ on (Chns Covm~IPE) /2 if/) h9- , . (Date) ~ Structural Design Associates North Star Building 2210 Hewitt Avenue, Suite 401 Everett, Washington, 98201 Phone (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATION Lateral & Beams Over 10ft SDA #2712 I EXPIRES 1 /3/~ Plan 2277 Site Specific Base Plan Yelm, WA December 30,2004 Structural DesIgn AssoeIates North Star BuiIdmg 1210 HeWItt Ave SUIte 401 Everett, VVA. 98201 (425) 339-0293 PROJECT NAME Rut;; WlZLL- LOCATION ~ELM ,Wh CODE CRITERIA BuiIdmg codes Buildmg Department SeISlTIlC Zone Wind Zone SOILS CRITERIA Soils Consultant. Report # Beanng Pressure BeaTIng Depths Other MATERIALS CRITERIA Job # Z l ,7.- Date '7/111t{)} DesIgn C-.c. . C p f.,- A;-p.J=ft. ~2.k?r.o 2003 InternatIOnal BuiIdmg Code #3 85 mph Exposure I E9 1500psf (assumed) 18" Below Firushed Grade Concrete (28 Day Strength) FoundatIons & slab on grade. Structural Slab Walls Columns Other Remforcmg SteeI- ASTM A-615 Grade 60 Grade 40 (Field bent and all welded Remforcement) Masonry (Hollow Conc Umts - Grade N) Fm = 1500pSI SolId Grouted Fm = 1500pSI fuspected? Yes No Structural Steel Astm A- Connectors ASTM A-36 Weld Electrodes E70 Wood Sawn tnnber grades JOIStS Purims Beams Posts GIu-Iam lumber grade combmatIOn (24f-V4) SImple span & (24f-V8) for eantiIevers or contInuous beanls PI)'\vood grade and/or index .AP A Rated Roof: 15/32 cdx - PI = 24/0 Fe = 2500pSI Fc = 2500pSI Fe = 2500pSI Fy = 36ksI Fs = 21ksI Structural DesIgn Associates North Star BuildIng 2210 HewItt Ave, SUIte 401 Everett, WA. 98201 (425) 339-0293 Job # Date DesIgn ~7 17- 1L./ll/~ C- L.C LOADING CRITERIA FOR FLOOR Item Matenal Load psf Floor Covenng Carpet and Pad 30 Floor Sheathmg 3/4 T&G CDX 23 Ceilmg 1 /2 GWB 22 FIxtures - Mech., 1 02 Elect., & Misc Frammg Joists Tn 2.48 Beams 10 TOTAL DEAD LOAD = 12 PSF Live Loads ~ ResIdentIal - 40psf (reducible) o Office - 50psf (reducible) o Assembly - 1 OOpsf (non-reducible) o Comdors and EXItS - 1 OOpsf (reducible) o Other Where allowed, lIve load IS reduced by 0 08% per square foot for areas greater than 150sfto a maxnnum reductIOn of 40% for members recelvmg load from one level only and 60Q/o for other members. R= 008 (A -150) Structural DesIgn AssOcIates North Star Buildmg 2210 HewItt Ave, SUIte 401 Everett, VVA 98201 (425) 339-0293 LOADING CRITERIA FOR ROOF AND/OR CEILING ~ Mam Roof Area o Canopy or Mansard Roof o Ceilmg Only o Other Job # "21 J-z... Date I 7..- / I I I D J.. DeSIgn &( (_ Item Matenal Load psf Roofing Asphalt Shlllg1es 30 Sheatl11llg or DeckIng 15/32 CDX 1 5 InsulatIOn R38 30 Ceilmg 5/8 GWB 28 FIxtures - Mech., 26 Electncal, Misc Frammg Truss 2 1 TOTAL DEAD LOAD = 15 PSF Live Loads ~ Snow Load - 30 psf - non reduceable o Ceilmg Only - 10 psf o Increase m Fb and Fv of 15% allowed for duration of load , , , '...\ N C~ N C'..J ("\! rI) ~ :) ~~ ~ i_ u.! L:J LL t.'Jww if; U; (.n ocs Lt"1 C) C. .,..- (\,! ...-N':::t ~ "'"l"~ ____g!2E..~ Z7.J,k / 2iJJJo4- "2 7 12.._ )-J E.. W l2-@:':5 t DE'./'J L'E L.DCA-"1"'Ef:) (f'.../ 'I E.L. 1"V1 / W A- LA J'1b.t2.4-<..---i. 6fE.kWlS 0'1 ~g. to \ -0 t( 'ON e.,.. 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S(S~~7&-b ~- p~ l-z-(M)~J+-~u5X4j1 '22--ttD ::-- 2. 2-~ r~ ~ } c 0 Vn P '"2--4- 104-0 : It e.K". I (P~b 1 ~l-S;- ;:'~l~~'b(Iz.. (?4f-'i4) ! nos;a C k-_01,o I( _I _ -z-u\ I~' ~ 12v.::. q, oS yZe =- & b,b- C1~ D~ b-/-D'L l-"":- f G::, l ~ ~ ttt: 4'ro) ~-- l00 PLk- /VI -::. ( ee,O(t ~~ <) ( Zo --f::; \. ~ -1'::..7 ? e:; ~-t~ ID --- "1lO (;;:;) L It1 v4~4'~ 12- D"'F'~'l '2.-''=-- I 2- ~ .' Title Dsgnr' Description Scope' ?/~ Job # Date: 11:51AM, 11 DEC04 Rev: 580003 Use~ KW-J6G5067, Ver 5.8.0, 1-0ee 2003 (c)1983-2003 8'4ERCALC Engineering Software Page 1 General Timber Beam Description General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 7.0x16.0 7.000 in 16.000 in Manuf/So.Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 22.00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft I Tra ezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right I Point Loads D;;dIoad - Live Load .distance 251.00 #/ft 251.00 #/ft 236.00 #/ft 236.00 #/ft LL @ Left LL @ Right LL @ Left LL @ Right 495.00 #/ft 495.00 #/ft 420.00 #/ft 420.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 11.500 ft 11.500 ft 22.000 ft -, -"~~--~-~._.'-"._--'_"__~'_'M_N~,J Ibs Ibs Ibs lbs Ibs lbs 0.000 ft 0.000 ft O.OOOft 1,040.oib;--~~~---Ib;'---~~~-i;;".-'-""~*I;; 1.200.0 Ibs lbs Ibs Ibs 11.500 ft 0.000 ft 0.000 ft 0.000 ft I Summary f Beam Design OK Span= 22.00ft, Beam Width = 7.000in x Depth = 16,in, Ends are Pin-Pin Max Stress Ratio 0.758 1 Maximum Moment 54.7 k-ft Allowable 72.2 k-ft Max. Positive Moment 54.71 k-ft at 11 440 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 72.18 fb 2,198.22 psi tv Fb 2,900.00 psi Fv r Deflections 108.01 psi 290.00 psi Maximum Shear * 1 5 Allowable Shear: Camber Reactions... Left DL Right DL 3.22 k 3.18 k @ Left @ Right @ Left @ Center @ Right 12.1 k 32.5 k 9.05 k 8.66k 0.000 in 0.529 in 0.000 in Max Max 9.05 k 8.66k . Center Span... Dead Load Deflection -0.352 in . Location 11 .000 ft . Length/Defl 749.3 Camber ( using 1.5 * D.L. Detl ) @ Center 0.529 in @ Left 0.000 in @ Right 0.000 in Total Load -0.956 in 11.000 ft 276.18 Left Cantilever... Deflection . Length/Defl Right Cantilever Deflection . Length/Defl Dead Load 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Title Dsgnr' Description Scope ZAr A0 Job # Date: 11 :54AM, 11 DEC 04 Re,. 580003 User: KW-0605067, Ver 5.8.0, 1-Dec 2003 (c)1983-2003 ENERCAlC Engineering Software Page 1 General Timber Beam Description General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 6.75x16.5 Section Name Beam Width Beam Depth Member Type 6.750 in 16.500 in GluLam Load Our Factor Beam End Fixity 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fe Allow E 22.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft Tra ezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right I Point Loads [);;d Load Live Load .distance 251.00 #/ft LL @ Left 495.00 #/ft Start Loc 0.000 ft 251 00 #/ft LL @ Right 495.00 #/ft End Loc 11.500 ft 236.00 #/ft LL @ Left 420.00 #/ft Start Loc 11.500 ft 236.00 #/ft LL @ Right 420.00 #/ft End Loc 22.000 ft . ''''--~~-'~'---'-~'~''M''.'''~_"'''~____''_~_~'~'_'~_'___4_.,.__j Ibs Ibs Ibs Ibs Ibs Ibs ~ ~ ~ ~ ~ ~ 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 22.00ft, Beam Width = 6.750in x Depth = 16.5in, Ends are Pin-Pin Max Stress Ratio 0.952 1 Maximum Moment 54.7 k-ft Allowable 57.5 k-ft Max. Positive Moment 54.71 k-ft at 11 440 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 57 46 fb 2,143.57 psi tv Fb 2,251 13 psi Fv Deflections .............V'"~.......T_<t.",.,..'........._...~te""b~ 1,040.0Ibs 1.200.0 Ibs 11.500 ft Center Span... Dead Load Deflection -0.370 in . Location 11 .000 ft . Length/Deft 713.2 Camber (using 1.5 * D.L. Detl) @ Center 0.555 in @ Left 0.000 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear' Camber 108.62 psi 240.00 psi Reactions... Left DL Right DL 3.22 k 3.18 k @ Left @ Right @ left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 12.1 k 26.7 k 9.05k 8.66k 0.000 in 0.555 in 0.000 in 9.05k 8.66k Total Load 0.000 in 0.0 0.000 in 0.0 Total Load -1.004 in 11.000 ft 262.86 Left Cantilever Deflection . Length/Defl Right Cantilever Deflection . Length/Deft PLAN 2266 UPPER LEFT SHEARWALL V(from upper)= 6110lb 4953 Ib V(from main)= 0 Ib 0 Ib L (Wind) = 6110 Ib L (Smc) = 4953 Ib L(tot) I 16.171ft v= 82 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 82 ~ PLF ~ ., Pi 8 ~ tT16.1~ + UPPER MIDDLE V(from upper)= V(from main)= L (Wind) = L(tot) j v= 6110lb Olb 6110lb L (Smc) = 16.51ft 185 PLF . IBC 2306.4 1 OVERTURNING P2 ~ 185 .... PLF ~ Pi 8.0 ~ - ~ T t 16.50 +c UPPER RIGHT V(from upper)= 6110 Ib V(from main)= 0 Ib L (Wind) = 6110 Ib L (Smc) = L(tot) j 33.831ft v = 51 PLF IBC 2306.4 1 . OVERTURNING P2 ~ 51 ~ PLF Pi 8.0 ~ T t 8.33 + C December 11 , 2004 SDA Job# 2712 3 Tributary Area (Upper Floor) ~subdiaph.length ~totallength I Tributa~ Area (Main Floor) o subdiaph.length 1.0 total length 10lb 3.0 ft 4.0 ft IIOK Tributary Area (Upper Floor) CJ]subdiaph.length c=:IQJtotallength I Tributa~ Area (Main Floor) o subdiaph.length 1.0 total length 10lb 3.0 ft 4.0 ft IIMST37 Tributary Area (Upper Floor) ~subdiaph.length ~totallength I Tributa~ Area (Main Floor) o subdiaph.length 2.0 total length 10lb 3.0 ft 4.0 ft IIOK 1 enter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x 260 = 339 PLF ~ ~ USE & ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P1) = Length of adjoining wall (P2) = P1= 0.67 (3.0 x 16.2) x 7.2 +[( 8.0x 16.2)] 10 = 10951b P2= (4.0 I 16.2) x ( 1095 ) = 2711b T=C = [ 82 x 8.0 ] - [ 1095 x.5 ] - [ 271] = -163 Ib Total = upper + lower [TI + -163 = -1631b NO HOLDOWNS REQUIRED SHEARWALL 4953 Ib Olb 49531b Benter 1 for upper floor or 0 for main floor 1 enter 1 for right-left. or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE&' 260 = 339 PLF ~ ~ ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P 1) = Length of adjoining wall (P2) = P1= 0.67 (3.0 x 16.5) x 7.2 +[( 8.0x 16.5)] 10 = 11181b pz= (4.0 I 16.5) x ( 1118) = 2711b T=C=[ 185 x 8.0 1- [ 1118 x.5 ] - [ 2711 = 6511b Total = upper + lower [TI + 651 = 6511b USE SIMPSON DESIGN HOLDOWNS SHEARWALL 49531b Olb 4953 Ib Benter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE&' 260 = 339 PLF ~ ~ ----. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P1) = Length of adjoining wall (P2) = P1 = 0.67 pz = (4.0 T=C = [ 51 (3.0 x I x 8.3) x 8.3) 8.0 7.2 +[( 8.0x 8.3)] 10 = 5641b x ( 564 ) = 271 Ib 1 - [ 564 x.5 ] - [ 271] = -1471b [TI + -147 = -1471b Total = upper + lower NO HOLDOWNS REQUIRED PLAN 2266 UPPER FRONT SHEARWALL V(from upper)= 4928 Ib 4953 Ib V(from main)= 0 /b 0 Ib L (Wind) = 49281b L (Smc) = 4953 Ib L(tot) I 8.51ft v = 122 PLF IBC 2306 4 1 . (2w\h) x 0.93 x OVERTURNING P2 ~ 122 PLF Pi 8.0 ~ i /.5~ ~ Pi 8.0 ~ lr T t 4.25 ~c ~ 136 Pi 8.0 ~ T t 8.00 ~ C Height of shear wall = Length of shear wall = Aspect Ratio OK December 11 , 2004 SDA Job# 1 enter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls o Enter 1 for Wind or 0 for Seismic 260 = 151 PLF ~ ~ ---.. USE &. 2712 4 Tributarv Area (Upper Floor) ~subdiaph.length ~totallength I Tributa~ Area (Main Floor) o subdiaph.length 50.0 total length Weight of shear wall = 10lb Tributary width for dead load (P1) = 19.0 ft Length of adjoining wall (P2) = 4.0 ft NO HOLDOWNS REQUIRED Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls o Enter 1 for Wind or 0 for Seismic 0.93 x 260 = 242 PLF ~ ~ ---.. USE &. 260 = 242 PLF ~ ~ (18.5 x I x 8.0) x 8.0) 8.0 P1= 0.85 (19.0 x 2.5) x 15 +[( 8.0x 2.5)] 10 = 7761b P2= (4.0 I 2.5) x ( 776 ) = 1241 Ib T=C = [ 122 x 8.0 ] - [ 776 x.5 ] - [ 1241] = -6511b Total = upper + lower = ~ + -651 = -651 fb IIOK Tributarv Area (Upper Floor) c=JJsubdiaph.length ~totallength I Tributa[ Area (Main Floor) o subdiaph.length 2.0 total length Weight of shear wall = 10lb Tributary width for dead load (P1) = 18.5 ft Length of adjoining wall (P2) = 4.0 ft P1= 0.85 (18.5 x 4.3) x 15 +[( 8.0x 4.3)] 10 = 12911b P2= (4.0 I 4.3) x ( 1291 ) = 12161b T=C=[ 155 x 8.0 ] - [ 1291 x.5 ] - [ 1216] = -6231b Total = upper + lower C[] + -623 = -623 Ib SHEARWALL 4953 Ib Olb 4953/b 0.93 x PLF Height of shear wall = Length of shear wall = Aspect Ratio OK IIOK Tributary Area (Upper Floor) c=JJsubdiaph.length ~totallength I Tributa~ Area (Main Floor) 1 subdiaph.length 2.0 tota/length Weight of shear wall = 10lb Tributary width for dead load (P1) - 18.5 ft Length of adjoining wall (P2) = 4.0 fl IIOK SHEARWALL 49531b Olb 49531b Height of shear wall = Length of shear wall = Aspect Ratio OK P1= P2= T=C = [ Tota/ = NO HOLDOWNS REQUIRED Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls o Enter 1 for Wind or 0 for Seismic 0.85 (4.0 136 upper + lower ---.. USE & UPPER MIDDLE V(from upper)= 49281b V(from main)= 0 Ib L (Wind) = 4928 Ib L (Smc) = L(tot) j 161ft v = 155 PLF IBC 2306.4 1 . OVERTURNING P2 ~ 155 _ PLF UPPER REAR V(from upper)= 49281b V(from main)= 0 Ib L (Wind) = 4928 Ib L (Smc) = L(tot) j 18.251ft v = 136 PLF IBC 2306.4 1 . OVERTURNING P2 15 +[( 8.0x 8.0)] 10 = 24311b x (2431) = 12161b ] - [ 2431 x.5 ] - [ 1216] = -1345/b C[] + -1345 -13451b NO HOLDOWNS REQUIRED PLAN 2266 MAIN LEFT SHEARWALL V(from upper)= 6110lb 4953 Ib V(from main)= 5067 Ib 2803 Ib L (Wind) = 11177 Ib L (Smc) = 7756 Ib L(tot) 1 29.5 1ft v = 84 PLF IBC 2306.4 1 . OVERTURNING pz ~ B4 Pi 9 ~ tT16.1~ .+ MAIN MIDDLE V(from upper)= V(from main)= L (Wind) = L(tot) I 6110 Ib 50671b 11177lb L(Smc)= 221ft 369 PLF . v= IBC 2306.4 1 OVERTURNING pz ~ 369 PLF ~ Pi 9.0 ~ ~ .. T t 22.00 .+c MAIN RIGHT V(from upper)= 6110 Ib V(from main)= 5067 Ib L (Wind) = 11177 Ib L (Smc) = L(tot) j 35.5 1ft v = 89 PLF IBC 2306.4 1 . OVERTURNING pz PLF December 11 , 2004 SDA Job# o enter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE .6 260 = 339 PLF Cill ~ --. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (PI) - Length of adjoining wall (P2) = Pl= 0.67 (3.0 x 16.2) x 12 +[( 9.0x 16.2)) 10 = 13581b P2= (4.5 I 16.2) x ( 1358 ) = 3781b T=C=[ 84 x 9.0 ] - [ 1358 x.5 ] - [ 378]= -3051b Total = upper + lower 1-1631 + -305 -468 Ib NO HOLDOWNS REQUIRED SHEARWALL 4953 Ib 28031b 7756 Ib Benter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x USE &. 380 = 495 PLF --. Height of shear wall = Length of shear wall = Aspect Ratio OK Cill ~ Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = Pl= P2= T=C = [ 0.67 (4.5 369 (2.5 x I x 22.0) x 22.0) 9.0 12 +[( 9.0x 22.0)) 10 = 1760lb x ( 1760 ) = 360 Ib ] - [ 1760 x .5 ] - [ 360] = 2083 Ib Total = []EJ + 2083 = 2734 Ib USE SIMPSON DESIGN HOLDOWNS upper + lower = SHEARWALL 49531b 28031b 77561b Benter 1 for upper floor or 0 for main floor 1 enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic ~ 89. PLF ,. - Pi 9.0 ~ ~ T t 5.50 .+c 1 4 x 0.93 x USE & 2712 5 Tributary Area (Upper Floor) ~subdiaph.length ~totallength I Tributa~ Area (Main Floor) 9 subdiaph.length 40.0 total length 10lb 3.0 ft 4.5 ft IIOK Tributary Area (Upper Floor) c==JJsubdiaph.length ~totallength IT'1 ^,,, (M.,o Flo"l 1 subdiaph.length 1.0 total length 10lb 2.5 ft 4.5 ft !ISTHD10RJ II Tributary Area (Upper Floor) ~subdiaph.length []Q]]totallength 10lb 2.5 ft 4.5 ft ~OK 260 = 339 PLF Cill ~ --. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (PI) = Length of adjoining wall (P2) = Pl= 0.67 (2.5 x 5.5) x 12 +[( 9.0x 5.5)) 10 = 440lb P2= (4.5 I 5.5) x ( 440 ) = 360lb T=C=[ 89 x 9.0 ] - [ 440 x.5 ] - [ 360]= 217lb Total = upper + lower 1-1471 + 217 70lb NO HOLDOWNS REQUIRED PLAN 2266 MAIN FRONT SHEARWALL V(from upper)= 4928 Ib 4953 Ib V(from main)= 4524 Ib 2803 Ib L (Wind) = 9452 Ib L (Smc) = 7756 Ib L(tot) 1 11.51ft v = 90 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 90 PLF Pi 9.0 ~ t/.6~ + MIDDLE V(from upper)= 492Blb V(from main)= 4524 Ib L (Wind) = 9452 Ib L (Smc) = L(tot) 1 161ft v= 295 PLF IBC 2306.4 1 . OVERTURNING P2 ~ PLF 9.0 ~ T t 5.25 .+ C MAIN REAR V(from upper)= 49281b V(from main)= 4524 Ib L (Wind) :: 9452 Ib L (Smc) :: L(tot) 1 11.251ft v = 232 PLF IBC 2306.4 1 ~ OVERTURNING P2 ~ 232 PLF ~ Pi 8.0 ~ ~ ~ T t 3.75 .+C December 11 , 2004 SDA Job# 2712 6 o enter 1 for upper floor or 0 for main floor o enter 1 for right-left. or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x 260 :: 339 PLF ~ ~ -----+ USE 6. Tributary Area (Upper Floor) ~subdiaph.length ~totaJ length I T01 A.., 1M,;" ,.'" o subdiaph.length 50.0 total length Weight ofshear wall :: 10 Ib Tributary width for dead load (P,) = 11.5 ft Length of adjoining wall (P2) = 4.5 ft IIOK Tributary Area (Upper Floor) [==:TIsubdiaph.length ~totallength I T ~ A.., 1M';" '''''''J 1 subdiaph.length 2.0 total length 10tb 8.0 ft 4.0 ft IISTHDBRJ Tributary Area (Upper Floor) c::::TI]]subdiaph.length ~totallength 10lb 7.8 ft 4.5 ft IIOK Height of shear wall = Length of shear wall :: Aspect Ratio OK P1= 0.67 (11.5 x 2.7) x 12 +[( 9.0x 2.7)] 10 = 406/b P2= (4.5 I 2.7) x ( 406 ) = 6841b T=C=[ 90 x 9.0 ] - [ 406 x.5 ] - [ 684) = -78 Ib Total :: upper + lower 1-6511 + -78 = -7291b NO HOlDOWNS REQUIRED SHEARWALL 4953 Ib 28031b 77561b Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x 260 = 339 PlF ~ ~ -----+ USE~ Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P1) = Length of adjoining wall (P2) = P1 = 0.67 P2 = (4.0 T=C = [ 295 5.3) x 5.3) 9.0 12 +[( 9.0x 5.3)) 10:: 651tb x ( 651 ) = 4961b ]-[ 651 x.5 ]- [ 496]= 1837/b (8.0 x I x Total = upper + lower :: I -6231 + 1837 12141b USE SIMPSON DESIGN HOLDOWNS SHEARW ALL 4953 Ib 28031b 7756 Ib Benter 1 for upper floor or 0 for main floor o enter 1 for right-left, or 0 for front-rear walls 1 Enter 1 for Wind or 0 for Seismic 1 4 x 0.93 x 260 = 339 PLF ~ ~ ---. USE &. Height of shear wall = Length of shear wall = Aspect Ratio OK Weight of shear wall = Tributary width for dead load (P 1) = Length of adjoining wall (P2) = P1= 0.67 (7.8 x 3.8) x 12 +[( 8.0x 3.8)J 10 = 4331b P2= (4.5 I 3.8) x ( 433 ) = 519Jb T=C=[ 232 x 8.0 ] - [ 433 x.5 ] - [ 519] = 11181b Total = upper + lower = /-1345/ + 1118 -227 Ib NO HOLDOWNS REQUIRED / l...... _ --z., --. \ -z:.-/_--;/~'-'- \J ~~i"-:~- z;r~L:UJ~/----"/J'~ ,,'16 _~ ~I !"vt:.- B VV" e..... 0 \ rJ ,~~ ~:+-~ (~~ "'" r1.-.,h ~ Ii' L-- _ _ lot? I v-' ,"- I '\ (&0"'- '.... ... S l / ~ (;\'7/ e; pSI..... e -_l.. n e-g""^P '? ~ v '''''' ,,; 2.---0 -z-\ s ' ~ vJ \ _ _ ~(::; :n+-t~')C .@~"f7jd v 7--:;;' ~ (<; 'Z-l ~ ",.;'71 id1 C o-vv' f' "? '" ~' ~ t II#. f i >-( i!7 ~. CA/~ <.,?/Ir\ \ v-........ \'1 \ S "'" .-C <- ,01'"2- 1/ l Cy~ ~ f __ "' '") v 0 4- +-);i\-"7.- "- II I ,y7--.!<' ...,Jj[~' ~ -=- os C. <VD --, *' /he tOJ z. '/..'a:J f1.- 1"- tV.KV ~'-' _/ txcK~ , :' t, ~~ 5 cO VVI/~1 At-- ? t/4 t.- '> ((AM 11 {(fJ p;;.v o c Title Dsgnr' Description Scope 7))3 Job# Date: 12:19PM, 11 DEe 04 Rev: 5SlYJ03 Usee KW-06D5067. Vcr 5,8.D. 1-Dec 2003 (c)1983-2003 8'1ERCALC Engineering Softw;;re Page 1 General Timber Beam Description General Information Code Ref' 2001 NOS. 2003 IBC. 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 5.25x11.875 5.250 in 11.875in Manuf/So. Pine Load Our Factor Beam End Fixity 1.000 Pin-Pin Center Span 17.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.oE Fb Base Allow 2.900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft ,- --~ -- ! Trapezoidal Loads -- - ",."""""~~ #1 DL @ left DL @ Right #2 DL @ Left DL @ Right I Summary 176.00 #/ft 176.00 #/ft 209.00 #/ft 209.00 #/ft II -=----. '-~"'=!l!:=-""j "-"---"='_'J'''_''_~~'''~~__~C ---=-~~~-=~~~_.,=..=.._~,~~..~=,=~J LL @ Left LL @ Right II @ Left II @ Right 104.10 psi 290.00 psi 320.00 #/ft 320.00 #/ft 430.00 #/ft 430.00 #/ft Maximum Shear * 1 5 Allowable Shear' Camber: Reactions... left Dl Right Dl 1.56 k 1.68 k Start Loc End loe Start loc End loc @ left @ Right @ left @ Center @ Right Max Max 0.000 ft 12.500 ft 12.500 ft 17.500 ft Beam Design OK 6.5 k 18.1 k 4.44k 4.95k 0.000 in 0.393 in 0.000 in 4.44k 4.95k m Span= 17.5oft, Beam Width = 5.250in x Depth = 11.875in. Ends are Pin-Pin Max Stress Ratio 0,667 1 Maximum Moment 19.9 k-ft Allowable 29.8 k-ft Max. Positive Moment 19.89 k-ft at 8.960 ft Max. Negative Moment -o.OOk-ft at 17.500 ft Max @ left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 29.82 fb 1.934,55 psi tv Fb 2,900.00 psi Fv r Deflections Center Span... Dead load Deflection -0.262 in . Location 8.820 ft Length/Defl 800.7 Camber ( using 1.5 * D.L Def!) .. @ Center 0.393 in @ Left 0.000 in @ Right 0.000 in Total load -0.753 in 8.820 ft 279.07 Left Cantilever... Deflection .length/Defl Right Cantilever Deflection . Length/Defl Dead load 0.000 in 0.0 0.000 in 0.0 T otalload 0.000 in 0.0 0.000 in 0.0 Title Dsgnr' Description Scope fA- Job # Date: 12:17PM. 11 DEC 04 Rev: 580003 User: K\tJ-060S067, Ver 5.8.0, l-Dec~2003 (c)1983-2003 ENERCALC Engineering Software Page 1 General Timber Beam Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 3.5x11.875 3,500 in 11.875in Manuf/So. Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 10.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft Span= 10.50ft. Beam Width = 3.500in x Depth = 11.875in. Ends are Pin-Pin Max Stress Ratio 0.885 1 Maximum Moment 17.6 k-ft Allowable 19.9 k-ft Max. Positive Moment 17.58 k-ft at 5.250 ft Max. Negative Moment O.OOk-ft at 10.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 19.88 fb 2,565.29 psi fv Fb 2,900.00 psi Fv Deflections Center Left Cantilever Right Cantilever mary Center Span... Dead Load Deflection -0.135 in Location 5.250 ft . Length/Defl 935.7 Camber (using 1.5. D.L. Den) @ Center 0.202 in @ Left 0.000 in @ Right 0.000 in 481.00 #/ft #/ft #/ft LL LL LL 795.00 #/ft #/ft #/ft @ Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 8.2 k 12.1 k 6.70k 6.70k 0.000 in 0.202 in 0.000 in 6.70k 6.70k Total Load 0.000 in 0.0 0.000 in 0.0 Maximum Shear * 1 5 Allowable Shear' Camber: 197.28 psi 290.00 psi Reactions... Left DL Right DL 2.53 k 2.53 k Total Load -0.357 in 5.250 ft 352.70 Left Cantilever._ Deflection . Length/Defl Right Cantilever Deflection . Length/Defl Title Dsgnr' Description Scope' Ie Job# Date. 12:32PM, 11 DEC 04 Rev: saor.J03 User: KW-WD5067, Var 5.8.0, 1-Dec-2003 (c)1983-2C03 ENERCAlC Engineering Software Page 1 Description General Timber Beam General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 5.25x11.875 5.250 in 11.875 in Manuf/So. Pine Load Dur Factor Beam End Fixity 1.000 Pin-Pin Center Span 10.25 ft Lefl Cantilever fl Right Cantilever fl Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu Lu 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever DL DL DL 125.00 #/ft #/ft #/fl LL LL LL 75.00 #/ft #/ft #/fl Span= 10.25ft, Beam Width = 5.25Oin x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.880 1 Maximum Moment 13.3 k-fl Allowable 29.8 k-ft Max. Positive Moment 13.34k-ft at 8.979 ft Max. Negative Moment 0.00 k-ft at 10.250 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 29.82 fb 1 ,297.53 psi tv Fb 2,900.00 psi Fv Deflections , Point Loads Dead Load Live Load .distance 4,130.0Ibs 7,012.0 Ibs 9.000 fl Ibs Ibs 0.000 ft Center Span... Dead Load Deflection -0.061 in . Location 5.617 ft Length/Deft 2,017 7 Camber ( using 1.5 . D.L. Detl ) @ Center 0.091 in @ Left 0.000 in @ Right 0.000 in Ibs Ibs O.OOOft 255.31 psi 290.00 psi Total Load -0.141 in 5.699 fl 869.35 Ibs Ibs 0.000 fl Maximum Shear * 1 5 Allowable Shear' Camber: Reactions... Left DL Right DL 114 k 4.27k Ibs Ibs 0.000 fl @ Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Ibs Ibs 0.000 fl Ibs Ibs O.OOOfl Left Cantilever... Deflection . Length/Deft Right Cantilever... Deflection . Length/Defl Beam Design OK 15.9 k 18.1 k 2.38k 10.81 k 0.000 in 0.091 in 0.000 in 2.38k 10.81 k Total Load 0.000 in 0.0 0.000 in 0.0 ..' ~~~ erP'h~ L-: /9.S I Gt ( e. Orz;.- 'lZ.- (2-f$~<tt e~ . G 2-D'? e -=-(:;;, 5 /2- -4-1 t/"O CZ '7 'S /7:) -=- 0 s Z <; cjF- ~ '- -z... o t(. t; t4-S to. ::'\ ~ ~ ,7 P"2.. ~ b.rdo 3. I 6~'- w=- '"2-(4'0 J+ g(tO ;t,f.a.{ (5'"2-) e I t1 SJ~tA=- j I SO Sw ~?'ZS C 0/11/1 P 8JAr v'S -f: $ ~4--?}( I ~ Psc i ~ (uPS~-r w~ ~ 1 ~.~ 'j,~'1S --;J' , ; t~ ~v:" 141.84-" Cf)Cf)Cf) www a: a: a: <e<(<ea: =>=>=>w oOO...J Cf)Cf)Cf)...J l!)L!lIOiI: I I I I Cf)Cf)Cf)Cf) 1-1-1-1- wwww wwww :r::r::c:r: Cf)Cf)Cf)Cf) 0000 10000 ~NN I I I I lOCO!'-!'- (')(')(')(') NNN..- 0000 rhcOchrh I- W :E o () G:> D ~ /I e Yl.-- ~g D4 .I ( o , . . Structural Design Associates, Inc. 2210 Hewitt Ave, Suite 401 Everett, WA 98201 Title Dsgnr Description Scope Job # GA.- Date: 11'12AM, 24 DEC 04 Rev: 580003 User: KW-0605067, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Page 1 Description General Timber Beam General Information Code Ref' 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prllm: 5.25x18.0 5.250 in 18.000 in M~uf/So.Pine Load Our Factor Beam End Fixity 1.000 Pin-Pin Center Span 19.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.OE Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft I F~l Len~th l!niform Loads Center DL Left Cantilever DL Right Cantilever DL 118.00 #/ft #1ft #1ft LL LL Ll 77.00 #1ft #1ft #/ft .J 3,180.0lbs 5,480.0Ibs 3.500 ft 3,122.0Ibs 5,203.0Ibs 5.500 ft Ibs Ibs 0.000 ft Ibs Ibs o.oOOft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft I Summary I Beam Design OK Span= 19.50ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin-Pin Max Stress Ratio 0.905 1 Maximum Moment 62.0 k-ft Allowable 68.5 k-ft Max. Positive Moment 62.02 k-ft at 5.538 ft Max. Negative Moment 0.00 k-ft at 19.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 68.51 fb 2,625.36 psi tv Fb 2,900.00 psi Fv I Deflections Center Span... Deaet Load Deflection -0.287 in .Location 8.892 ft .Length/DefI 815.3 Camber ( using 1.5 * D.L. Deft) ... @ Center 0431 in @ Left 0.000 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear' Camber' 233.25 psi 290.00 psi Reactions... Left DL Right DL 6.00 k 2.60k @ Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 22.0 k 274 k 14.98 k 5.80k 0.000 in 0.431 in 0.000 in 14.98 k 5.80k I Total Load 0.000 in 0.0 0.000 in 0.0 Total Load -0.695 in 8.814 ft 336.80 Left Cantilever Deflection .Length/Defl Right Cantilever Deflection .Length/Defl " ': -* ~ iviCE Parameters - Conterminous 48 States Zip Code - 98597 Central Latitude = 46 861391 Central LongItude = -122.521453 Data are based on the 0 10 deg gnd set Period SA (sec) (%g) 02 1156 Map Value, Soil Factor of 1 0 1 0 035 1 Map Value, Soil Factor of 1 0 MCE Parameters x Specified Soil Factors 0.2 1202 Soil Factor of 1 04 1 0 0597 Soil Factor of 1 70 IA-