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07-0212 Permit Pkg 060507of THFp City Of Yelm Permit No: BLD-07-0212-YL ~~ ~ Community Development Department Issue Date: 06/05/2007 ~ (Work must be started within 180 days) Building Division Phone: (360) 458-8407 Receipt No: 48821 L Fax: (360) 458-3144 Applicant: Name: Bright Haven Builders Phone: 425-251-6175 Address: 18062 72nd Ave. S City: Kent State: WA Zip 98032 Properly Information: Site Address: 9136 Larissa St. SE Assessor Parcel No. 41610017100 Subdivision: Cherry Meadows Lot: 171 Contractor Information: Name: Bright Haven Builders Contact: Phone: 425-251-6175 Address: 18062 72nd Ave. S City: Kent State: WA Zip: 98032 Contractor License No: BRIGHTB971RT Expires: 12101107335 Business License: o Project Information: Project: Cherry Meadows Description of Work: Plan 2230, Lot 171 Sq. Ft. per floor: (1st) 1072 (2nd) 1101 (3rd) 0 Garage 446 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 1,569.43 ^993.75 575.68 5.6000 102.8000 $1,000 Building Plan Review 1,020.12 0.00 0.00 0.0000 0.0000 Mechanical Permit 84.75 0.00 0.00 0.0000 0.0000 Plumbing Permit 132.00 20.00 112.00 7.0000 16.0000 Fixture Sewer ERU 5.725.00 0.00 91,600.00 5,725.0000 1.0000 ERU Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000 Consumer Dep 90.00 90.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Fire District Impact Fee 565.70 0.00 565.70 0.2160 2.619.0000 square foot A State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $11,894.00 ~~ 0 Applicant's Affidavit: OFFICIAL USE ONLY 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 # Sets of Prints: Yelm regulations cludin the governing zoniJig and land subdivision, and in addition, all covenants, easements and r stricti '6f I ying as a contractor, I futher certify that I am currently Final Inspection: registered in th St e ~ hing n. / /~ ~ Date: Signature Date L / - ~-f By. Firm --si of 7HE p~~l CITY OF e° p~ YELM `, P.O. Box 479 RECEIPT No. 4 ~ $ 21 `~ Yelm, WA 98597 , ........__ 360-458-3244 J RECEIVED /J ****ELEVEN THOUSAND EIGHT HUNDRED NINETY FOUR DOLLARS & 00 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. BRIGHT HAVEN BUILDERS LLC 06/05/07 48821 11.894.00 CHECK 3635 18062 72ND AVE S KENT WA 98032 BUDGETARY BLDPERM 1569. 43.PLREV1020.12.MECH84.74,PLPERI`i132,SEWERU5725.SEWINSP145. WERU1500.WFiET300.CONDEP90..TRAFF757.50,FIRE565.70,STFEE4.50, BLD-07-0212-YL CITY OF YELM P.O. Box 479 Yelm, WA 98597 360-458-3244 RECEIPT No. 4 $ S 2 2 RECEIVED ****ELEVEN THOUSAND FIVE HUNDRED THIRTY SIX DOLLARS & 96 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. BRIGHT HAVEN BUILDERS 06/05/07 48822 11.536.96 CHECK 3635 18062 72ND AVE S KENT WA 98032 BUDGETARY BLDPERM 1569.43,PLREV663.08,MECH84.75.PLUM132.SERU5725.SINSP145.WERU1500 Wl4ET3@O.CONDEP90.TRAFF757.50.FIRE565.70,STFEE4.50 BLD-07-0214-YL ~~oft~p~~l CITY OF ~ YELM P.O. Box 479 RECEIPT No. 4 8 ~ 2 3 Yelm, WA 98597 360-458-3244 RECEIVED ****ELEVEN THOUSAND FIVE HUNDRED THIRTY SIX DOLLARS & 96 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. BRIGHT HAVEN BUILDERS 06/05/07 48823 11.536.96 CHECK 3635 18062 72ND AVE S KENT WA 98032 BUDGETARY BLD-07-0213-YL PERM 1569.43,PLREV663.08,MECH84.75.PLUM132.,S1;xu5~t~.e~o SINP145. WERU1500.WMET300.CONDEP90.TRAFF757.50,FIRE565.70,STFEE4.50 ~L' ~~ N! ~~~ r~C LOS ~ P 1.~1N -~~,-~ '. ~~~+ 39Cd q 13 (~ G~ ~.1 SS ~ ST ~~ 1~ 1 ZZ30 C ~d"J !!3!~~H1H~~Id'3 FILE Cti,~ CITY of YtLM R )ENTIAL BUILDING PERMIT APPLICA"r\V FORM ~eC~l~v~]~ Project Address: ~ ~") b C;~'Q.1~~~j \ i ~~ Parcel #: 2OO / Subdivision~l-I F_ TC~.y 1'Vj ~~~~7~~:~_ Zoning; J p4- New Construction 1. Re-Model ! Re-Roof /Addition ~~ Home Occupation Sign u Plumbing u Mechanical !~ Mobile /Manufactured Home Placement U Other Project Descriptlonl5cc Project Valu~. ~~~ Building Area (sq. ft) -P~w51~ s~ZZ30 # Bedrooms CITY 1 ~' Floor~.~ 2"d Floor I ~ Garage ~_ Deck ~^ Basement _ Carport ~- Patio ~~ # Bathrooms?' ~ Heating: GA THER or ELECTRIC (Circle One} Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereb certify that the above information is correct and that the construction on, and the occupancy and the use of the above escrf d p " y will be accordance wkh the laws, rules and regulations of the State of Washington and the City o Y m i ;~ ~ wt/ Date Ap icant' Signatur Ow er !Contractor net'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 (360) 458-3835 IOS Yelm Avenue Wesi (360) 458-314! FAX PO Box 479 romru.ci.yelne.wa.ur+ Yelm. WA 98597 Are there any environmentally sensitive areas located on the parcel? N ~ If yes, a rmm~leted environmental checklist must accompany permit application. - - ~OMIC~dd C~~ ~u~~~J[~C~Q~[n~l. C~ ~ DC~~OG~ .~ UGyJC~o CIVIL - STf?UCTURAL ENGINEERS LATERAL ANALYSIS May 21, 2007 Stock Plan 2230C Lot 177, 9201-9215 Killion Road Yelm 98597 10570 SE Washington St. Suite 210 Portland, OR 97216 Tel. 503-254-6292 Fax 503-254-6761 85 mph 3-Second Gust, Exposure B; Seismic Category D 2003 IBC / 2007 OSSC Mascord Design Associates 1305 NW 18`" Avenue Portland, OR 97209 Tel. 503-225-9161 I_DICC.i. IMFR AND F.i.F.ASR BUYER HEREBY WAIVES, RELEASES AND RENOUNCES ALL WARRANTIES (E}~RESS OR IMPLIED), OBLIGATIONS, AND LIABIL]TIES OE ROWELL ENGINEEIUG 8c DESIGN, INC. AND ALL OTHER RIGHTS, CLAIIvIS AND REMIDIES AGAINST ROWELL ENGINEERING & DESIGN, INC. (EXPRESS OR IMPLIED) WITH RESPECT TO ANY NONCONFORMITY, IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II X .1. 1SION OF .ONCEOLIENT Ai. OT .R D MA , 'C ROWELL ENGINEERING & DESIGN, INC. SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING M CONTRACT (INCLUDING WARRANTY), TORT (INCLUDING ACTIVE, PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF USE, REVENUE OR PROFIT, OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES. lli. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSID WITHOUT SPECIFIC AUTHORIZATION. Calculation by RM ~ - v. ,~ a..i, ~J/ -. h,ti = (19,5+3/1 ;ZS,2S l 1 / C r20.r-~ rt Q.. t-, ~rbh ~> = 3z ~- ~ ~ Vy = VZ -- 2'~ 3 b ~ ~reQr') ~ L~~~ ~ ~'~ 9, ~ ~ ~tZ~ (o)rs) f 1~1,2((L)( ll,s) + l~/, 2( x)(13) = 3 (~ D g ,-~ (r; ~h ~~ V~ ~,gC~~Z)~ ~~,s)l~) f f~,Z(s)lly)-t t4,2t'~~,s)C~o) = 3 ~1~ 9 ~ «~~~ V,o = 12~2(8)~6}-~ 12,2/4)l3)~ ~1,~/ y)ls~,s) ~ ~y,214)/3,s) (~~-~) ROWELL ENGINEERING & DESIGN Ry ~ v f3 Dated g / Z ylp ~ P--o ject -Zz 34 ~ - ..2 c Q r V n P{ ~ Q ~ ©a r Sheet ~_ of .~. ~. ~~ M, = r2,i.( ~-)c ~,s) -a r~,g~~)(4) -r U, r s 3 8 # rt v2 ~o,s = Z9o~ # ~rtAr~ . ~,~ M z = VZ + ~~, g c s)c9,s) rt ~4, 2( 4) ~ 9,s) 3s'ao ~- Cr<qr Groh ~~ M4 = MZ = 4_ 8°~8 ~ ~ rear) N - - -Z,~..( g)(io,s )-t i2,Z(~rl<s> t q, g(3)f rs,~) t r2., 2/~i~)(~i)(y,s) 5 ~r O h ~~ M~ = ~~ ~~,SC~) (9,s~+ ~4,2(3)C9,s) - 33 l~ ~ ~ ~~}) cr,~bh+) c ~ ~.+~ Cn'4,h~) _ U 14~2~~~s)(ro) - 3~_ ~ t ~ ~a-) ROWELL ENGINEERING & DESIGN B>> `~_.~! C~ Dare 'J~' /L4(O ~1 Project .2.2 30 C - Z e4r ~ M4 r n ~tOor Sheet Z._ of LoCa~e. S~~PJ on 9;~~ +c atop Qrouha ti?.10.h,3/JOr'S'~5 p2~O4/ G ' C.q r ~~P~2 -_002 P_AN ...~~E2 ~_OC2 ~~AN SC4LE ira .p~ __ ___ 5~.:~E .. ~ _, __. _ __ _ ._ __ jQ ~ V~ 1 ai I wan e ~, I 91 I KI I M g~ ~ II .. n~..;~~~~ x io~,:cLe _ _ _ _ _,y'~?e'_, nm_ey x tr cia- - ^---^-- -._ - exero6+W ~ • Yt - I U a~e colca~ ~ reEE D,l ~l~ CSAR~1~sE ~ ~ mxnn ~ e a ~ /~ ~u o~,jal e z 6 ' I is M/IO YWt1 GN 1 cRWIr1R R1L. q' rW~Kjx 611E W (7] 4 DaRS x J5E 1' ~TPE 'x' GYP, BD. (d MoR~t ca+, nEO ,o7v,D u416 ~ p~ /y,L 0.c6 WPLIb ~ E ~9 a+ aaRaGE oooR pl'ewIG6. ~ n exP06ED e•i ,C* novae t' Ix 0 ~ ~ E ~ vexvODMDR J wrCx,rpp.DR - _ _ _ _ _ _ - •, ..._.•... ~ -- _ .__ _. _ ._ 1 . _. nE•6 ~ q IOR ,q hM Sy x K' 61 MDR MAIN r=L.00R ALAN Eca~~Q iu• ~ r. p• n -~. __---- _ -- - . _ _. (~Rfttr STCt~ ~ Colyn~Ecn~N EXTEND SHEARWALL TIIRDUGN " INTERSECTING WALL. •slMPSOrr• cTdsr Is x LEN(,TII SPEgFlED ON PLAN. CONNEt7 TO ~ O s ~+~A2 W ~ (i ~s nbT N ~x BEM 4X BLOCKING. OR TOP PLATE ~n,~- wTnl 16d coM2.foTa e 1 K- p.C. roNNER FLOOR DL~PHRAGM 7~ , 7 ~ E ~N~ ~ ~~ // BEAM OR ~JC BLACKING WITH IOd ~ f~`-'~ cbr`B.toNS~ r o.c ~ ••SlMP501Y" CS 16 X LENGTH SPCaFfED ON PL.1N. CONNECT TO - BE.1M. 2X BLOCKBf0.Ol[ TOP BATE WRH id COMMONS ~ 2 I/ 16" O.C. CONNECT FT,OOR DIAPIQLAGM TO `. J BFAM OR iX B[ACKING WRH td COMDfOt{S(~ i' O.C. DSG COFU{ECT TOP PLATE TO p3 GIRDEIC TTLLISS. ~JCOFIFIECT B,~1M/ DBL FT.OOR py ST T'O TOP PLATE ca~Farfc.T FLOOR,NAPI{IUGM m BEM~4DBL p 5 CONI~CT BFitM/,HiL,O1ST TO [LL IOLST. . p ~ COPU2-CT B{aM/ per. F,AOIt lOL1T 10 TOP ttATE CONNCCT FLOOR DIAPI{AAGM 70 BF~UWUBL JO{ST WfiH IQl ~ ~' O.C. . P} COFTF{iCT BFil1A/ DBL 1GIS7 TO f:AAS/DIi1. 101ST. S li ~ ~~~H s'N(,- - PROVIDE IS72' MIN. PLYWOOD ROOF S ~ SIiFaTHIT{G W/ea COMMONS e r O.C. AT ALL PANEL. EDGES AND - PERIAfl:TER, 12"O.C. W FlF.IA. BLACK AI.L EI)GFS. ~~'rZr1f FROm /~-{~i~V~E PROVU1E1v11"MB{. PLYWOOD ROOf sHFAn 1uiG R%>idC9MMON~ C~2 t" O,C. AT ALL PANEL EDGFS ANU PERIMFTEIt. 12" o.c. BJ FiEIA. /41 ~'R"P sTAAPAROUND BEAM oR DBL , stACK.wtL EDGES. ' «sr. - _ PROVI[>E I Y3Y MR1. PLYWO()p RUOF WRAP STRAP AROIMD BFaM OR DBL S 3 SNF.~n{INO W/IOd OOMMONS e r O.C. AT ALL PANEL TDGES AND -] ~l 101ST. CONNECT BEAAf OR DBL JOfST ` T ' ~ PFWMEIFJt, I T O.C_ IN FIELD. O POS 1 W1771 (2) ST) Es AT EACH END. BLOCK ALL EDGCS. ' WRAP STRAP AROVND BEAM OR DBL ' PR0~7UE 1Y12" MTN. PLYWOOD, F1,OOR/CEILRh; SIiEAT}RNG WBd 1 ~ ~T 101ST . CONNECT BEAM OR UBL 10LST 70 WAIL OR BFaAf WfFH (2)TSIRs Ai S ~ COMMONS g 6" O.C AT AIL PANEL EDGES N IM "O EAq{ F?JD A U PER EfF.R l1 .G Bi FIELD. BLOCK ALL EDGES u WRAPSL7tAPARO(1NDBEAMORDBL IOIST. CCMNEC'F BEAM ORDBL /OIST ~ PRUVIDEISl12"MIN. PLYWOOD FIAORMEIIING SHEATHING W/dd 1 Tt~ WA1L OA 6E.UH WITTI (i) 57632ds S S ~ COFiMONS r O C AT AI L PANEL AT EACH ENDWTTT{®BEIAW: (~ . . . " - EDGES ANDPER1AfE7FI~13 O.C.IIJ FIELD. BLOCK ALL EDGES. WRAP SII[AP AROIMD BEAM OR DDL ~~ KNST. CONNECT BFAM OR DBL>['NST PROVIDEIYi2"6fIId. PLYW00D TO WALT. OR BEAM I'I{ ~) ST622k AT EACH END W S ~ Fl.OOR/CEII~FTCr Stt&17fi1FTG W/I Od RN BELOW. ODMMONS ~ r O.C. AT A11, PANEL _ ~ EDGESAM)PERJMITF-R 13"O.G Bi FIELD, BACK All. EDGES. ROI~ELL ENGINEERING & DESIGN a y iDa1e 'roject ST-/~N (J l~ tZ ~7 N ~ Tr ~ L fr ( ,F~ ~ T Sheet of ~"~- SNEARLUALL SGNEDULE MAPoC WALL COVER FASTENERS EDGES STUDS SIZE A.B. ' REMARKS SPAC G ® 15/37' APA.- I6GA STAPLE 3' O.C. b' O.G. ' 8d CCMMON ~ 6' O.C. T F R ' 0 131'e Y ' ' 2X 54 O.C. SUITABLE $UBS . O RATED 5NT G . x OC b 12 O.G 0.131"° F RH. P-NAIL F. RH. P-NAIL Q 15/32' APA- IbGA STAPLE 3' O.G. b' O.G. ' 1'~~' LGNG x 1/16' WID~ 1 8'0 2' ' 1X 45 O.G.' STAPLES W/ CROWNS RATEC SHT'G 0- 4 x ~ ,,, ~ ,., ., ,, ,. b' O.G. 12' O.G. PARALLEL W/ FRAPPG 15/32' APA.- 0.148'° x 2'.' 3x OR 4x REOUIR£D AT RATED 5NT'G FUL~ ~";~,- 4. O.C. 12' O.G. 3X '~' O.C. ALL PANEL JOMT5. Qp IS/32' APA.- 0.148'° x 7'p' 7' O.C. ' ' O C 3x OR 4x REOUIRED AT RATED SNT'G FULL ROUND- STAGRD OL. 8 3X I8 . . ALL PANEL JOINTS. HEAD P-NAIL Q IS/32' APA.*~` 0.148'• x ?'.' 4' OG ' 3x OR 4x REQUIRED AT RATED 5NT'G FULL ROUND- AI P . STAGRD 8' O.C. 3X IS O.C. ALL PANEL JOINTS. EAGN SICE HEAD -N L Q IS/3?' APA. 0.148'° x 2'~.' 2' OC 3 C 9' O bXb P08T EACH END OF ~ LL RATED 5NT'G FULL ROUND- 5T'~~ b' O.C. X . . WALL. 3X6 STUDS A EAGN SIDE HEAD P-NAIL ' PANEL JOINTS. 1Od COMMON NAIL OK SUBSTITUTE FOR ANY 0.148'0 (9 GA.) P-NAIL. ALL PANEL EDGES OF SNEARWALLS MUST BE BLOCKED. I NOLDOUJN SGNEDULE I MARK HOEDOWN FASTENERS MARK NOLDOU.N FASTENERS - - NO SPEGIA CONNECT BTM. le TO I NOLDOIUV REQUIRED FLR JST/BM/BLK'G W/ Ibd a 4' O C ~ STNDI4RJ' (38) 16d SINKERS ~ . . ._.__.. *'GMSTI?'x (l) 16d COMMON ' t ~1/ uoa an~crca ' ' 3!~' LONG NAILS AT EAGN END ~ ' ~ ~ 'NTT?? SSTB24 t SIMPSON ANCHOR BOLTS 0 1 o.c. STAGRD. ~4 . }K'CMST12'x (IU 16d COMMON ** ' (3J ~'e'• A3Ol BOLTS ' ' 48' LONG NAILS AT EAGN END ~ 'HDSA t SIMPSON SSTB28 ANCHOR BOLTS s I~i4' oc. STAGRD. . *'CM5TI2'x ll5) 16d COMMON ** ' (4) ~~'e A3Ol BOLTS ' ' 60' LONG NAILS A7 EACH END j ' 10 'HDIOA SSTB28 t SIMPSON ANCHOR BOLTS ~ I i4 o.c. STAGRD. . ** 1381 16d SINKER (5) i'o A3Ol BOLTS t NOTES I. 'F. RN. P-NAIL' -DESIGNATES A FULL ROUND-HEAD POWER NAIL. 2. ALL EXTERIOR WALLS MUST NAVE 15/32' APA-RATED SNEATNlNG AND 0.131'0 x 2' F. RN. POWER NAIL fOR EQUIV. FASTENER) AT MINIMUM 6' O.G. EDGE NAIL'G SET FLUSH W/ THE SURFACE OF THE SHEATHING. ALL PANEL EDGES TO BE BLOCKED (TYPE 'S' WALL IS STANDARD) 3. ANY FASTENER EXPOSED TO WEATHER SHALL BE GALVANIZED. 4. HOEDOWNS OCCUR a EA. END OF EA. SN'WALL t FASTEN TO MIN. DBL. 2X STUDS, UNLESS OTHERWISE NOTED. WALL SNT'G SHALL BE EDGE NAILED TO ALL NOLD'N STUDS. 5. EDGE NAIL ROOF AND FLOOR SNT'G. TO RIM JOISTS/BLKG. t FASTEN TO WALL le W/SIMP. 'LS5,a' OR 'LTP4' SPACING- 'A' t 'S' WALLS - 27' O.G. 'B' - 23' O.C.. 'G'- 15' O.G., 'D' - 9' 'E' - ~' O.G.. 'F' - 4'%' O.G. 6. LAP WALL PLATES MINIMUM 4'-0' BTWN. SPLICES W/l8) 16d EA. SIDE CONNECT SNEARWALL BOT. le TO FRAME BELOW W/ 16d s 4' O.G. SNEARWALL SNT'G MUST EXTEND FROM BOTTOM TO TOP PLATES. 1. EQUIVALENT HOEDOWNS, STRAPS BOLTS, NAILS, ETC. BY OTHER MFR'S MAY BE SUBSTITUTED FOR THOSE SPECIFIED FROM 'SIMPSON'- 8. SHEATHING ON SNEARWALLS SNAIL NOT BE INTERUPTED BY ANY WALL BUTTING INTO SNEARWALL 9. BUILDER TO VERIFY ALL 'MSTG~B' NAILS AT EAGN END II 'HD15' I'ii' THREADED ROD ANCHOR BOLT WITH INSTALLATION REQUIREMENTS PER 'SIMPSON' CATALOG FOR ALL (3) 3'e WASHERS HOEDOWNS/STRAP CONNECTIONS. ~-INDICATES SPECIAL HOEDOWN CONDITION P BETWEEN (?)NUTS. (SEE DETAIL OF CORRESPONDING NUMBER) MIN. 14' FOOTING 10. FASTEN MUDSILL lee TO FDTN. EMBEDMENT. W/S%'0 ABe t BP. 5ja-3. MIN. l' EMBED LEC3END 6xb POST REQUIRED. TO CONC. SEE SGNEDULE FOR SPAGIN~ s SHADED AREA, PROVIDE 15/32' • APPROX. HOEDOWN LOCATIONS ' O DETAIL REFERENCE TAG MIN. APA RATED FLOOR SNEATN G W/ Sd COMMONS e 6• oc g ALL ~= SNEARWALL LOCATIONS ~ 5; DETAIL REFERENCE FOR PANEL EDGES t PERIMETER, ~ ~ OPTIONAL CONDITION 12' OC IN FIELD. BLOCK ALL 3X 3X SILL PLATE REQ'D. PANEL EDGES W/ 2 X 4 FLAT. fi? * - SIMPSON 'MSTI' OF EQUAL LENGTH MAY SUBSTITUTE FOR 'CMSTI2'. ** -USE MIN. 4X STUD EA. END SHEAR PANEL FOR HOEDOWN. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER 'SIMPSON' CATALOG FOR ALL NOLDOUIN GONNEGTIONS. LAT12o406 - BLOCK .4LL PANEL EDGES PER SNEAK SGNEDULE SPEGIFIC.4TION$ ~ NOTES REBAR 60 GRADE SEE SHEAR SGNEOULE AND NOTES FOR NOIDDOWV SPEGS U1ITNIN BOFZDEF~ NOT TO SCAL C~fr~J(~ t,Ofnv]C[~~f~OG~~ ~ ~ ~~ i ~ ~ ~~ C' DRAUJN Bl'- JKK CJ V~L- STRVCTVR AI ENGINEERS ~5 SE i02"• DATE- B-II-m3 . R~: (5B~ 25~-4292 ~`OR II AnD, BN 9T216 (AK I50]( 25~~L~W rmorL ~nluBrawetlrnp.<om ~~~ NARROUJ SNEAK PANEL NO SCALE !REDUCES PANEL NGTJ ~~~p F pl~ DIST l;q SIDS ~ VIOL C~OI,UN CONN GLENSIOSTDE TAIL OBJECTS IUITNIN BORDER NOT TO SCALE Qo~~~~~ ~~~~~ ~~~~ ~~ ~I~ L~r,~~l~~o(;~~~~ar~ ~~~ , ~'~ C'JiC= ~~-~0(~n(~ OG~7~o DR.4UJN Bl'- JKK CIVIL- STRUCIVRgL ENGINEERS pATE- SEVERAL ~5 SC 102" VN. 15011 ?S~F29? POOll aNO, OR. 9126 (ox 15031 :;, t; ~6i ai. .~loe.e.~n<~o . ~' ~ ~ j lu1 70 I j I j 67 M .MEHIJN IlBl1$HE ARtlEOI - ` G JRE 1~ EDGE NAIL ROOF PLl'WD. TO 2 X 12 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ C2)-16d EA_ WALL STUD E EA. 2 X 6 BLK'G. r, C2~-2 X C~ BLOGK'G ~ '~- ~' 6' O.C. VERT. ~ FOR THIS SECTION OF ROOF, ,~ ~ ~ BLOGK PANEL EDGES W/ 2 X 4 FLAr, NAIL 8d 9 4` O.G. EDGES AND BOUNDARIES, 12' O.C. IN FIELD. 'WALL PLYWD. MUST EXTEND TO BOTTOM WALL PLATE EDGE NAIL BLOGKING- FASTEN BLK'G. TO WALL PLATE W/ 'SIMPSON' LS5(d CSPACE LS5m PER NOTES> ~00~ 1_~DC-~~~ ~~T,41L ALAtV ^a ~ ~§i~W ~§§a~,~ s E§ ®® L'~S N-Y 1©t6 Ar+rm.e, Fbrdu+d. tA4. S'/203 ;x.53) >,1.9-4.i5! =/ X: ;;p~).r,rs•~3? 08.IEC~S N^rNIN NOROER ARE Nor DRAWN !0 SCAU_ IEDGEi LEDGEi l'RfN rED: ~~ ~ !so/9H 'lUM M \MkNl1N •'\•1~ \j~•~ A~2~ .. U:•" t ,: ~ ' aay _1. n n~ vn`,CJ~t : .~ i .:~ .1 •.ti::.' .~ ~ , ~. /,,.4 '^ ~a ~o sle~~ ~~~.~ ~ ~~;~I w~~ e~~ is P-e~`~` ROWELL ENGINEERING & DESIGN ay Dare Project Sheet n cor~r~~s~ ~ ~. ~3 ~~ ..tr, ~~ ~~~~ ROWELL ENGINEERING & DESIGN ~y J 1T1-~ Dute q ~ S - ~9 Project _ Sheet o,_ (~ Conterminous 48 States 2003 International Residential Code Zip Code = 98597 Residential Seismic Design Category Ss and S1 =Mapped Spectral Acceleration Values Site Class D - Fa = 1.04, Fv = 1.69 MCE MAP VALUES Short Period Map Value - Ss = 1.16g 1.0 sec Period Map Value - S1 = 0.36g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 1.16g Soil factor for Site Class D - Fa = 1.04 Residential Site Value = 2/3 x Fa x Ss = 0.808 f~ MASCORD DATE: 05/22/07 PROJECT: 2230C - 2 car version DESCRIPTION: 2003 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2003 IBC BY: DVB WIND SPEED: 85 EXPOSURE: B SEISMIC CAT: D (SDS-2/3 SMS) 0.800 R: 6.5 A u er: 1300 A main: 1542 ower: Ab: 1542 INCREASE 1008 WIND LOADS BY 0.72 TO OBTAIN 85/B 1.2SDS 0.96 Zip ode 98587 V=1.2S~WD~/R ASD Load Combination = V/1.4 (Eq. 16-18) DL DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 1 19500 2880 2057 EXT. WALLS 10 8 152 6080 898 64 INT. WALLS 8 8 147 4704 695 496 BRICK 40 0 0 0 0 TOTAL ~~ w n~ r~ nnn 30284 4473 3195 miru~ ROOF/CEILING 15 242 3630 536 383 FLOOR 10 1300 13000 1920 1371 EXT. WALLS 10 9 163 7580 1119 800 INT. WALLS 8 9 50 1860 275 196 WALLS ABOVE 10784 1593 1138 DECK 10 0 0 0 BRICK 40 0 0 0 0 T AL ~ n~w~co c~ r~~n 3685 5443 3888 RO IL 5 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 10 0 0 0 U INT. WALLS 8 0 0 0 WALLS ABOVE 9440 1394 996 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 9440 1394 96 REDUNDANCY FACTOR = 2-20/((Rmax)(Ab)~~) WHERE, Rmax = Vwa~~ X (10/IN,) / Vstory Shear wall Allowable Load (plf7 Floor to lour o own ag Load Type Floor to Foundation Holdown ag Loa ype S 260 1 1250 CMST12x36' 6 3885 STHDI4RJ B 310 2 1960 cMSr~2xaa 7 5175 HTT22 C 460 3 2673 cMST~2xso•• 9 7460 HD8A D 770 4 5800 MST72 10 9540 HD10A E 920 5 7395 FTA-7 11 15305 HD15 F 1540 l~ DATE: 05/22/07 PROJECT: 2230C - 2 car version WALLS L LINE LENGTH OF SHEAR WALLS (FEET) TOTAL WALL HGHT. S , BRICK NOTES 1 3.5 .5 7.0 8 V2 10.5 7.0 9.8 27.3 8 V3 20.0 20.0 8 V4 14.5 14.5 8 V5 0.0 V6 9.0 5.0 14.0 8 7 5. 8. .0 5. V8 0.0 8 V9 0.0 V10 3.0 3.0 6.0 8 1 V12 0.0 V 13 0.0 V 14 0.0 V 15 0.0 V 16 0.0 M1 15.0 8.0 4.5 27.5 9 M2 16.0 16.0 9 M3 19.5 19.5 9 M4 13.0 13.0 9 M5 6.5 5.5 12.0 12 M6 3.0 3.0 3.0 9.0 9 M7 8.5 8.5 9 M8 3.0 12.0 15.0 9 M9 3.0 4.0 7.0 9 M 10 2.0 2.0 4.0 9 M 11 0.0 M 12 0.0 M13 0.0 M 14 0.0 M15 0.0 M 16 0.0 1 0.0 L2 0.0 L3 0.0 L4 0.0 L5 0.0 L6 0.0 L7 0.0 L8 0.0 L9 0.0 L10 0.0 L 11 0.0 L 12 0.0 L13 0.0 L14 0.0 L15 0.0 L 16 0.0 /7 DATE: 05/22/07 PROJECT: 2230C - 2 car version WIND EXPOS. LENGTH PLF FOR EXPOS. LOAD FROM ABOVE TOTAL LOAD SHEA WALL LENGTH 1008 PLF IN 85/B PLF NOTES V1 41 1 7.0 V2 2736 2736 27.3 100 73 V3 3271 3271 20.0 164 119 V4 2736 2736 14.5 189 137 V5 0 0 0.0 0 0 V6 1558 1558 14.0 11 'I 81 V7 6 9 5 V8 0 0 0.0 0 0 V9 0 0 0.0 0 0 V10 1700 1700 6.0 283 205 V1 0 V12 0 0 0.0 0 0 V13 0 0 0.0 0 0 V14 0 0 0.0 0 0 V15 0 0 0.0 0 0 V16 0 A 0 A/~/~II 0.0 0 0 M1 2906 2906 27. 106 77 M2 M3 3530 5902 3530 5902 16.0 19.5 221 303 160 219 M4 4898 4898 13.0 377 273 M5 2511 2511 12.0 209 152 M6 3316 3316 9.0 368 267 M7 M8 4615 4952 4615 4952 8.5 15.0 543 330 393 239 M9 3124 3124 7.0 446 323 M 10 3592 3592 4.0 898 651 M11 0 0 0.0 0 0 M12 0 0 0.0 0 0 M13 0 0 0.0 0 0 M14 0 0 0.0 0 0 M15 0 0 0.0 0 0 M16 0 0 0.0 0 0 1 0 0.0 0 L2 0 0 0.0 0 0 L3 0 0 0.0 0 0 L4 0 0 0.0 0 0 L5 0 0 0.0 0 0 L6 0 0 0.0 0 0 L7 0 0 0.0 0 0 L8 0 0 0.0 0 0 L9 0 0 0.0 0 0 L10 0 0 0.0 0 0 L11 0 0 0.0 0 0 L12 0 0 0.0 0 0 L13 0 0 0.0 0 0 L14 0 0 0.0 0 0 L15 0 0 0.0 0 0 L16 0 0 0.0 0 0 (o DATE: 05/22/07 PROJECT: 2230C - 2 car version SEISMIC SETS. DIREC. F-B L-R TOTA FLOOR SHEAR R. FEET SEIS. °o OF FLR SHEAR WALL SETS. BRICK SETS. FROM ABOVE TOTAL SEISMIC S UNIT SHEAR REDUN. FACT. MAX. REDUN. FACT. ADJUS( UNIT SHEAR V1 X 3195 100 8% 246 0 246 35 1.00 1.00 35 V2 X 3195 310 24% 762 0 762 28 1.00 1.00 28 V3 X 3195 340 26% 836 0 836 42 1.00 1.00 42 V4 X 3195 350 27% 860 0 860 59 1.00 1.00 59 V5 V6 X 3195 3195 280 0% 22% 0 688 0 0 0 688 0 49 0.00 1.00 1.00 0 49 7 1 26 20 0 0 .00 2f> V8 X 3195 355 27% 872 0 872 0 0.00 1.00 0 V9 3195 0% 0 0 0 0 0.00 0 V10 X 3195 170 13% 418 0 418 70 1.00 1.00 70 11 3195 0 0 V12 3195 0% 0 0 0 0 0.00 0 V13 3195 0% 0 0 0 0 0.00 0 V14 3195 0% 0 0 0 0 0.00 0 V15 3195 0% 0 0 0 0 0.00 0 V16 3195 0% 0 0 0 0 0.00 0 1 3888 320 21% 8 7 0 627 1433 52 1.00 1,.00 52 M2 X 3888 340 22% 857 0 381 1238 77 1.00 1.00 77 M3 X 3888 400 26% 1009 0 836 1844 95 1.00 1.00 95 M4 X 3888 220 14% 555 0 860 1415 109 1.00 1.00 1 C!t- M5 X 3888 260 17% 656 0 656 55 1.00 1.00 ~~`.> M6 X 3888 260 17% 656 0 688 1344 149 1.00 1.00 1.-fit) M7 X 3888 370 24% 933 0 639 1572 185 1.00 1.00 135 M8 M9 M10 X X X 3888 3888 3888 405 255 250 26% 17% 16% 1021 643 630 0 0 0 872 418 1894 643 1048 126 92 262 1.00 1.00 1.00 1.00 1.00 1.00 1 Z6 92 262 M11 3888 0% 0 0 0 0 0.00 0 M12 3888 0% 0 0 0 0 0.00 0 M13 3888 0°!0 0 0 0 0 0.00 0 M14 3888 0% 0 0 0 0 0.00 0 M15 3888 0% 0 0 0 0 0.00 0 M16 3888 0% 0 0 0 0 0.00 0 1 996 0 /0 0 0 0 0 0.00 L2 996 0% 0 0 0 0 0.00 0 L3 996 0% 0 0 0 0 0.00 0 L4 996 0% 0 0 0 0 0.00 0 L5 996 0% 0 0 0 0 0.00 0 L6 996 0% 0 0 0 0 0.00 C) L7 L8 996 996 0% 0% 0 0 0 0 0 0 0 0 0.00 0.00 ~~ L9 996 0% 0 0 0 0 0.00 ~' L10 996 0% 0 0 0 0 0.00 ~~ L11 996 0% 0 0 0 0 0.00 0 L12 996 0% 0 0 0 0 0.00 0 L13 996 0% 0 0 0 0 0.00 0 L 14 996 0% 0 0 0 0 0.00 0 L15 996 0% 0 0 0 0 0.00 0 L16 996 0% 0 0 0 0 0.00 0 U% ~q DATE: 05/22/07 PROJECT: 2230C - 2 car version WALL SUMMARY I D UNIT Narrow Panel SEIS UNIT CONT DESGN AX. UNIT UPLIFT SHEAR HOEDOWN NOTES SHR ncreas SHR W S SHEAR WALL 1 6 40 X 6 531 0 R 0 V2 73 1.00 28 X 73 581 S 0 OR 0 V3 119 1.00 42 X 119 948 S 0 OR 0 V4 137 1.00 59 X 137 1094 S 0 OR 0 V5 0 1.00 0 0 0 0 OR 0 V6 81 1.00 49 X 81 645 S 0 OR 0 5 .00 26 1 5 0 R V8 0 1.00 0 0 0 0 OR 0 V9 0 1.00 0 0 0 0 OR 0 V10 205 1.33 93 X 205 1643 S 2 OR 6 ~j • 0 V12 0 1.00 0 0 0 0 OR 0 V13 0 1.00 0 0 0 0 OR 0 V14 0 1.00 0 0 0 0 OR 0 V15 0 1.00 0 0 0 0 OR 0 V16 0 1.00 0 0 0 0 OR 0 M1 77 1.0 52 X 77 689 S 0 0 M2 160 1.00 77 X 160 1439 S 0 OR 0 M3 219 1.00 95 X 219 1974 S 0 OR 0 M4 273 1.00 109 X 273 2457 B 3 OR 6 7' MS 152 1.09 60 X 152 1820 S 0 OR 0 M6 267 1.50 224 X 267 2403 B 3 OR 6 M7 393 1.00 185 X 393 3541 C 4 OR 6 M8 239 1.50 189 X 239 2153 S 3 OR 6 M9 323 1.50 138 X 323 2911 C 4 OR 6 M10 65 1.75 459 X 651 5857 D 5 OR 9 M11 0 1.00 0 0 0 0 OR 0 M12 0 1.00 0 0 0 0 OR 0 M13 0 1.00 0 0 0 0 OR 0 M14 0 1.00 0 0 0 0 OR 0 M15 0 1.00 0 0 0 0 OR 0 M16 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 L2 0 1.00 0 0 0 0 OR 0 L3 0 1.00 0 0 0 0 OR 0 L4 0 1.00 0 0 0 0 OR 0 L5 0 1.00 0 0 0 0 OR 0 L6 0 1.00 0 0 0 0 OR 0 L7 0 1.00 0 0 0 0 OR 0 L8 0 1.00 0 0 0 0 OR 0 L9 0 1.00 0 0 0 0 OR 0 L10 0 1.00 0 0 0 0 OR 0 L11 0 1.00 0 0 0 OORO L12 0 1.00 0 0 0 0 OR 0 L13 0 1.00 0 0 0 0 OR 0 L14 0 1.00 0 0 0 0 OR 0 L15 0 1.00 0 0 0 0 OR 0 L16 0 1.00 0 0 0 0 OR 0 - _ _- 9 ~_z^~~) ~~ V - >$~_i ~~ Jl a^• BQ Z _ COQ} ~~~ v _ I r~ rl f '" ~;JC,~ I ~ '~~ BR 3 ~ ~ ..... ~ _ tl / ._~ ~/~~,~1 _ -il 11 J ~R <~ _ - .~ -..~ _ v~~.a VIP=~ =_co~ ~~av lpl'eS _ ~C::: e. d~~ti:Am.,.. ' iiitl~,,~ ~ 1 ~« n~ ~A~l' a"...:'~:: IECE~D ~w. "......,. 0 a. ~'~., _ a.©,,,. ~~ U~g V =_OOR PLA\ -~ ~` ~~~ /__~~r_ w ._~ , I~~~m~l~ ~G~L M~~iN CCi\V •.•.. 0 "~ r i3 ~'F. EiOR: N2W~_., r L`J mn, w..y ,~ STEr" WG,L i 5L q?. w•w~ _ nex •r w.p w. ~, ~ D E S I G N A S S O C I A T E S, [ N C. STOCK PLAN 2230C STRUCTURAL GRAVITY LOADS DESIGNED TO AFPA NDS-97 & NDS-Ol FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 100# TOTA L LOAD BEAM CALCULATIONS ALAN MASC'ORD DESIGN ASSOC'LATPS. INC. 1305 N.W. 1!i'I'!I AVE. PORTLAND, OR. 97209 ~, ,"'~, B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M1- TYP JSTS OVER FAM RM 01-07-2003 R.J.V. {2)- 2 X 10 DF #2 JOISTS @ 16" O/C OK BEAM AND LOAD DIAGRAM Pl y y R1 R2 Reaction R1 = 237.5 lbs. Reaction R2 = 1,987.5 lbs. Total Load = 2,225.0 Ibs. Dimensions: Clear span = 13.0 feet, overhang = 2.0 feet. Point loads: P1 = 1,220.0 lbs. at 15.0 feet. No triangular loads. Uniform beam weight= 6? lbs/lf (= 1005 lbs. total). No uniform loads. Deflection limit (live load plus dead load): 1/360. ............................................................................................. ..............................::::::::.............................................................................................. BEAM TYPE WOOD: DFL-REPET 2X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {lbs) 1,354.0 FV 95.0 Area (Sq.In.) 21 22 Moment (ft-lbs) 2,574.0 FB 1,135.0 Sect.Modulus 27 27* Deflection (in) 0.43 E 1.60E6 Mom_Inertia 33 100 ....................................... ........................................................... .............. ........ Actual Maximum Deflection = 0 .14 inches. Maximum Deflection occurs at 15.0 feet_ Maximum Moment occurs at 13.0 feet. MINIMUM BEAM SIZE (W X H) 3.000" by 7.378" MINIMUM BEAM AREA (Sq.In.} 22.13 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M2- MULT JSTS OVER FAM RM (NOOK SIDE) 01-07-2003 R.J.V. (3) - 2 X 10 DF ##2 JOISTS OK BEAM AND LOAD DIAGRAM P1 i y R1 R2 Reaction R1 = 51.7 lbs. Reaction R2 = 3,381.3 lbs. Total load = 3,433.0 lbs. Dimensions: Clear span = 13.0 feet, overhang = 2.0 feet. Point loads: P1 = 2,428.0 Ibs. at 15.0 feet. No triangular loads_ Uniform beam weight= 67 lbs/lf (= 1005 lbs. total). No uniform loads. Deflection limit (live load plus dead load): 1/360. ..........................................................................:...................... BEAM TYPE WOOD: DFL-REPET 2X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs} 2,562.0 FV 95.0 Area (Sq.In.} 40 40* Moment (ft-lbs) 4,990.0 FB 1,135.0 Sect .Modulus 53 61 Deflection (in) 0.43 E 1.60E6 Mom. Inertia 93 272 .......... ......................... .......... ................................... ................................... ............. ............. ........................ ........::::::::::::::::::::::::::::::::::::::::::.................................. .................... ............... ............. Actual Maximum Deflection = 0 .15 inches. Maximum Deflection occurs at 15.0 feet. Max~znum Moment occurs at 13.0 feet. MINIMUM BEAM SIZE (W x H) 4.500" by 8.989" MINIMUM BEAM AREA (Sq.In.) 40.45 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTiIRAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M3- MULT JSTS OVER FAM (TO OUTSIDE) 01-07-2003 R.J.V. (3)- 2 X 10 DF #2 JOISTS OK BEAM AND LOAD DIAGRAM P1 R1 I R2 Reaction R1 = 96.6 lbs. Reaction R2 = 3,044 .4 lbs. Total load = 3,141.0 lbs. Dimensions: Clear span = 13.0 feet, overhang = 2.0 feet. Point loads: P1 = 2,136.0 lbs. at 15.0 feet. No triangular loads. Uniform beam weight= 67 lbs/lf (= 1005 lbs. total). No uniform loads. Deflection limit (live load plus dead load): 1/360. ................................................................................... ................. ......................................:::::::::::................................................................................... ............................................................................................. BEAM TYPE WOOD: DFL-REPET ?X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 2,270.0 FV 95.0 Area (Sq.In.) 36 36* Moment (ft-lbs} 4,406.0 FB 1,135.0 Sect.Modulus 47 48 Deflection (in} 0.43 E 1.60E6 Mom,Inertia 79 189 .........::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::: :: : :::::::::::::::::::::: Actual Maximum Deflection = 0 .18 inches. Maximum Deflection occurs at 15.0 feet. Maximum Moment occurs at 13.0 feet. MINIMUM BEAM SIZE (W x H) 4.500" by 7,965" MINIMUM BEAM AREA (Sq.in.) 35.84 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY Client Project Location Date Calculation By Comment Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M4- HDR OVER WINDOW @ FAM RM 01-08-2003 R.J.V. 5 1/8" X 7 1/2" 24F GLU-LAM HEADER OK BEAM AND LOAD DIAGRAM P1 y b Rl R2 Reaction R1 = 5,111.1 lbs. Reaction R2 = 4,265.9 lbs. Total load = 9,377.0 lbs. Dimensions: Clear span = 4.0 feet, no overhang. Point loads: P1 = 3,381.0 Ibs. at 1.5 feet. No triangular loads. Uniform beam weights 4 lbs/lf (= 16 lbs. total). Uniform loads: U1 = 1,495.0 lbs/lf at 0.0 feet to 4.0 feet. Deflection limit (live load plus dead load): 1/360. ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: .................................................................................................................................... BEAM TYPE LAM GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 5,111.1 FV 240.0 Area (Sq.In.) 32 32* Moment (ft-lbs) 5,980.3 FB 2,400.0 Sect.Modulus 30 33 Deflection (in} 0.13 E 1.80E6 Mom.Inertia 64 103 ........ ... '::::: Actual Maximum Deflection = 0. 08 inches. Maximum Deflection occurs at 2.0 feet. Maximum Moment occurs at 1.5 feet. MINIMUM BEAM SIZE (W x H} 5.125" by 6. 233" MINIMUM BEAM AREA (Sq.In.} 31.94 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY. Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503} 225-9161 Portland, OR STOCK PLAN PLAN #22300 M5- BM ACROSS KI'T'CHEN 01-08-2003 R.J.V. 6 X 12 DF #2 BEAM OK BEAM AND LOAD DIAGRAM • ~ R1 R2 Reaction R1 = 2,948.0 lbs. Reaction R2 = 2,948.0 lbs. Total load = 5,896.0 lbs. Dimensions: Clear span = 11.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 11 lbs/lf (= 121 lbs. total}. Uniform loads: U1 525.0 lbs/lf at 0.0 feet to 11.0 feet. Deflection limit (live load plus dead load): 1/360. ................................ ........ ....:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: .........................:::::.............................................................................................. BEAM TYPE WOOD: DFL-SINGE 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL_ PROPERTIES REQUIRED ACTUAL Shear (lbs) 2,948.0 FV 85.0 Area (Sq.In.) 52 61 Moment (ft-lbs) 8,107.0 FB 875.0 Sect.Modulus 111 111* Deflection (in) 0.37 E 1.30E6 Mom.Inertia 369 612 . ............................. .......................::::::::::::::::::: ::::... ............................................. .................. .......... Actual Maximum Deflection = 0. 22 inches. Maximum Deflection occurs at 5.5 feet. Maximum Moment occurs at 5.5 feet. MINIMUM BEAM SIZF, (W X H). 5.500" by 11.013" MINIMUM BEAM AREA (Sq.In.): 60.57 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY Client Project Location Date Calculation By Comment Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M6- BM BTWN HALL & FAM RM 01-08-2003 R.J.V. 6 X 12 DF #2 BEAM OK BEAM AND LOAD DIAGRAM P1 y y y i R1 R2 Reaction R1 = 1,990.2 lbs. Reaction R2 = 2,051.8 lbs. Total load = 4,042.0 lbs. Dimensions: Cleax span = 9.5 feet, no overhang. Point loads: Pl = 52.0 lbs. at 6.0 feet. No triangular loads. Uniform beam weight= 9 lbs/lf (= 85.5 lbs. total). Uniform loads: U2 = 417.0 lbs/lf at 1.5 feet to 9.5 feet. U1 = 379.0 lbs/lf at 0.0 feet to 1.5 feet. Deflection limit (live Load plus dead load): 1/360. :.......:............... ...................................................................... ........................::::::::::::................................................................................................ BEAM TYPE WOOD: DFL-SINGE 6X ##2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAI Shear (lbs) 2,051.8 FV 85.0 Area (Sq.In.) 36 47 Moment (ft-lbs) 4,868.0 FB 875.0 Sect.Modulus 67 67* Deflection (in} 0.32 E 1.30E6 Mom.Inertia 191 285 ...........:::::::::::::: Actual Maximum Deflection = 0 .21 inches. Maximum Deflection occurs at 5.0 feet. Maximum Moment occurs at 5.0 feet. MINIMUM BEAM SIZE lW x H) 5.500" by 8. 534" MINIMUM BEAM AREA (Sq.In.) 46.94 VERIFY WFTH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #22300 M7- BM BTWN DINING & LIVING 01-08-2003 R.J.V. 5 1/8" X 10 1/2" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM P1 P2 y y y ; y R1 R2 Reaction R1 = 6,368. 7 lbs. Reaction R2 = 5,488.3 lbs Total load = 11,857. 0 lbs. . Dimensions : Clear span = 9.5 feet, no overhang. Point loads: P1 = 2,153.0 lbs. at 3.0 feet. P2 = 1,801.0 lbs. at 7.0 feet No triangular loads_ . Uniform beam weight= 250 lbs/lf (= 2375 lbs. total) Uniform loads: U2 = 800.0 lbs/lf at 7.0 . feet to 9.5 feet U1 = 1,175.0 lbs/lf at 0.0 feet to 3 0 . feet Deflection Limit (live load plus dead load): . 1/360. . ......... ::::: ................................ ............... ......... BEAM TYPE LAM GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {lbs) 6,368.7 FV 240.0 Area (Sq In ) 40 Moment (ft-lbs) 12,689.0 FB . . 2,400.0 Sect Modulus 6 49 Deflection (in) 0 32 E . 3 78 . 1.SOE6 Mom.Inertia 370 370* ...................................................... ::::::::::::::::::::::::::::::::::::::::: :::::::::::: :::::::::: ............... .............................................................. Actual Maximum Deflection = 0 .32 inches. Maximum Deflection occurs at 4.5 feet Maximum Moment occurs at . 3.0 feet. MINIMUM BEAM SIZE (W X H) 5.125" by 9.531" MINIMUM BEAM AREA (Sq.In.): 48.89 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS RRI[~INAi B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED IIY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #22300 M8- BM OVER REAR GARAGE 01-08-2003 R.J.V. 5 1/8" X 10 1/2" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM P1 y 1 R1 R2 Reaction R1 = 9,872. 7 lbs. Reaction R2 = 1,969.3 lbs. Total load = 11,842. 0 lbs. Dimensions : Clear span = 10.5 feet, no overhang. Point loads: P1 = 9 ,763 .0 lbs. at 1.0 feet. No triangular loads. Uniform beam weight= 10 lbs/lf (= 105 lbs. total). Uniform loads: U1 = 188 .0 lbs/lf at 0.0 feet to 10.5 feet. Deflection limit (live load plus dead load): 1/360. ... ............................... ...::::::::::::::::::::............................... ..... ..... .................................................... ........................................................................ ......................................................................... BEAM TYPE LAM GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 9, 872 .7 FV 276.0 Area (Sq.In.) 54 54* Moment (ft-lbs) 9, 773 .7 FB 2,760.0 Sect.Modulus 42 94 Deflection {in) 0 .35 E 1.80E6 Mom.Inertia 270 490 ...::::::::::::::..................... ....... ... ............ .................................................. .................:::::........................... ............... ................ .......... .......... Actual Maximum Deflection = 0.19 inches. Maximum Deflection occurs at 4.5 feet. Maximum Moment occurs at 1.0 feet. MINIMUM BEAM SIZE (W x H} 5.125" by 10.469" MINIMUM BEAM AREA (Sq.In.): 53.66 VERIFY WITS-1 BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M9- BM OVER FRONT 1/2 GARAGE 01-08-2003 R.J.V. S 1/8" X 10 1/2" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 3,412.0 lbs. Reaction R?. = 4,225.3 lbs. Total load = 7,637.3 lbs. Dimensions: Clear span = 11.5 feet, no overhang. No point loads. No triangular loads Uniform beam weight= 12 lbs/lf (= 132.25 lbs. total) . Uniform loads: U2 = 755.0 lbs/lf at 4.5 feet to 11.5 feet_ Ul = 555.0 lbs/lf at 0.5 feet to 4.5 feet. Deflection limit (live load p lus dead load): 1/360. .................................. .................................................. :::::: ......... ::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ......................................................... :::::::::::::::: ................ BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DES IGN VAL. PROPERTIES REQUIRED ACTUAL Shear (Ibs) 4,225.3 FV 240.0 Area {Sq.In.) 26 50 Moment (ft-lbs) 11,645.6 FB 2,400.0 Sect.Modulus 58 81 Deflection {in) 0.38 E 1.80E6 Mom.Inertia 396 396* .................................................................................................................... Actual Maximum Deflection = 0 .38 inches. Maximum Deflection occurs at 6.0 feet. Maximum Moment occurs at 6.0 feet. MINIMUM BEAM SIZE (W x H): 5.125" by 9.755" MINIMUM BEAM AREA {Sq.In.) 49.99 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M10- MAIN GARAGE BEAM O1-OS-2003 R.J.V. 6 3/4" X 21" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM P1 I • • f R7 R2 Reaction R1 = 15,867.2 lbs. Reaction R2 = 10,110.8 lbs. Total load = 25,978.0 lbs. Dimensions: Clear span = 19.0 feet, na overhang. Point loads: P1 = 14,098.0 lbs. at 6.0 feet. No triangular loads. Uniform beam weight= 19 lbs/lf (= 361 lbs. total). Uniform loads: U2 = 563.0 lbs/lf at 6.0 feet to 19.0 feet. U1 = 700.0 lbs/lf at 0.0 feet to 6.0 feet. Deflection limit (live load plus dead load} 1/360_ ....................................................::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::.......... BEAM TYPE LAM GLULAM (2400 Fb} COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {lbs) 15,867.2 FV 240.0 Area (Sq.In.) 99 133 Moment (ft-lbs) 82,261.3 FB 2,400.0 Sect.Modulus 434 434* Deflection (in) 0.63 E 1.80E6 Mom.Inertia 4,099 4,260 :::::::::::......................................................................................................................... Actual Maximum Deflection = 0.61 inches. Maximum Deflection occurs at 9.0 feet. Maximum Moment occurs at 6.0 feet. Size Factor = 0.948 DETERMINING FACTOR = MINIMUM BEAM SIZE (W x H) 6.750" by 19.637" MINIMUM BEAM AREA (Sq.In.): 132.55 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS nROr~~n~a~ B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M11- 16' GARAGE DOOR HEADER O1-OS-2003 R.J.V. S 1/8" X 15" 24F GLU-LAM HEADER BEAM AND LOAD DIAGRAM P1 y Rl R2 Reaction R1 = 6,555.5 lbs. Reaction R2 = 5,428.5 lbs. Total load = 11,984.0 lbs. Dimensions : Clear span = 16.0 feet, no overhang. Point loads: P1 = 3,412.0 lbs. at 4.0 feet. No triangular loads. Uniform beam weight= 26 lbs/lf {= 256 Ibs. total}. Uniform loads: U2 = 568.0 lbs/lf at 4.0 feet to 16.0 feet. U1 = 375.0 lbs/lf at 0.0 feet to 4.0 feet Deflection limit (live load plus dead load): 1/360. . .................................................................................................. ................ BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 6,555.5 PV 240.0 Area (Sq.In.) 41 73 Moment {ft-lbs) 25,217.8 FB 2,400.0 Sect.Modulus 12$ 171 Deflection (in} 0.53 E 1.$OE6 Morn.Inertia 1,213 1,213* ........ ............................................................................................... Actual Maximum Deflection = 0.53 inches. Maximum Deflection occurs at 8.0 feet. Maximum Moment occurs at 6.5 feet. Size Factor = 0.982 DETERMINING FACTOR = MINIMUM BEAM SIZE {W x H}: 5.125" by 14.162" MINIMUM BEAM AREA {Sq.In.} 72.58 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M12- BM OVER FRONT PORCH (O SIDE) 01-08-2003 R.J.V. 3 1/8" X 12" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM P1 y y 1 R1 R2 Reaction R1 = 4,865.4 lbs. Reaction R2 = 1,920.6 lbs. Total load = 6,786.0 ibs. Dimensions: Clear span = 7.5 feet, no overhang. Point Ioads: P1 = 4,896.0 lbs. at 2.0 feet. No triangular loads. Uniform beam weight= 7 lbs/lf (= 52.5 lbs. total). Uniform loads: U2 = 125.0 lbs/lf at 2.0 feet to 7.5 feet. U1 = 575.0 lbs/lf at 0.0 feet to 2.0 feet. Deflection limit (live load plus dead load} 1/360. .................................................................................................................................... BEAM TYPE LAM GLULAM (2400 Fb} COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {lbs) 4,865.4 FV 240.0 Area (Sq.In.) 30 30* Moment {ft-lbs) 8,566.8 FB 2,400.0 Sect.Modulus 43 49 Deflection (in) 0.25 E 1.80E6 Mom.Inertia 153 240 ................................................... ................................................................... ................ ............................. ....................................................................... ............................................................................................................................ ........ ........ ........ Actual. Maximum Deflection = 0. 16 inches. Maximum Deflection occurs at 3.5 feet. Maximum Moment occurs at 2.0 feet. MINIMUM BEAM SIZE {W x H) 3.125" by 9.731" MINIMUM BEAM AREA (Sq.In.) 30.41 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M13- BM ACROSS FOYER 41-OS-2003 R.J.V. 6 X 10 DF #2 BEAM OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 1,320.0 lbs. Reaction R2 = 1,320.0 lbs. Total load = 2,640.0 lbs_ Dimensions: Clear span = 7.5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 7 lbs/lf (= 52.5 lbs. total). Uniform loads: U1 = 345.0 lbs/lf at 0.0 feet to 7.5 feet Deflection limit (live load plus dead load): 1/360 . . .......... .................................. ................................................ ............ ................................ BEAM TYPE WOOD: DFL-SINGE 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1,320.0 FV 85.0 Area (Sq.In. ) 23 33 Moment (ft-lbs) 2,464.0 FB 875.0 Sect.Modulus 34 34* Deflection (in) 0.25 E 1.30E6 Mom.Inertia 76 103 ...................................................................................... ......::::::::::::::::::::::::::::::::.......... ........ .................................................................................... Actual Maximum Deflection = 0.19 inches. Maximum Deflection occurs at 3.5 feet. Maximum Moment occurs at 3.5 feet. MINIMUM BEAM SIZE (W x H) 5.500" by 6.072" MINIMUM BEAM AREA (Sq.In.) 33.39 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL. Alan Mascord Design Associates, Inc. Isolated Footing 1305 NW 18th Avenue Worksheet Portland, OR 97209 (503) 225-9161 fc fs fy drG Bearing Footing Information: Project: STOCK PLAN 2230C Location: Callout: F1-FOOTING IN KITCHEN USE 23" x 23" x 12" CONC. FTG. WI 2 #4 BARS EA. WAY Rebar Grade 40 Steel Grade of reinforcing bars ' fc ksi 3.00 ) Specified Concrete compressive strength (kips/in 2 fs ksi 20.00 ) Allowable tensile stress of steel reinforcement (kips/in 2 ksi 40.00 ) Yield strength of steel reinforcement (kips/in rebar size number 4 bar number... the bar diameter in eighths of an inch Soil Bearin Pressure s 1,500 Rebar Cover (in) 3.00 minimum rebar cover Entered Values dcs S uare Column Side Dimension in 7.25 assumes a square section column or column with square bearing plate j Value "'" 0.90 Lookup from table of Balanced Section Properties we P concrete wei ht s Column Load Ibs 150.00 4,938.00 (h112)'150 Ar Rebar cross section area 0.20 m~ = n ` 0.5' 0.5' Dr h d wf pn Abr dpr bt dt a,vm uaru rmuca rebar diameter (in 0.50 rebar number divided by 8 h= footin hei ht 12 footin thickness less bar 8 cover 8.50 h-(dre + Dr) _ (12 - (3 + 0.5)) Net Footin Pressure s 150.00 (h 112) ` we = {12112) ` 150 Net Usable Soil Pressure s 1,350.00 1500 -150 =1350 Re 'd Footin "Pad" Plan Areas 3.66 P I pn = (4938 / 1500) Req'd Length of Pad Side (in.) 22.96 ((Jdpr)' 12) _ ((J3.66)'12) Len th of Pad Side in. -rounded 23 round dpr up to whole inch Length of Pad Side (ft.) -rounded 1.92 express dpr in square feet based upon rounded value ' beam shear consideration dist in -0.63 7.25 + 8.5 0.5' b - 0.5 ` dcs + d = 0.5' 23 - 0.5 Beam Shear Investi ation V Shear Force -135.0 (pn `bf' (d1 ! 12)) _ (1350' 1.92' {-0.6251 12}) v Shear Stress v -0.69 V! (b' d) _ -135 / (23' 8.5) vc Maximum Stress (vc) 60.25 1.1 ' J {fc' 1000) = 1.1 ' J (3 * 1000} Shear Investi ation Result PASSES check to see if Shear stress'v` is less than maximum "vc" d2 V v vc Pe hers! Shear Investi ation eri hers! shear consideration dist in 15.75 (d + dcs) _ (8.5 + 7.25} Peri hers! Shear (V 2,651.1 V' ((bf)2-(d2112)~ = 1350 `((1.92)= - (15.75 / 12)~ Per iheral Shear stress v 4.95 V ! {{d2' 4) `d) = 1350 !((15.75 * 4) " 8.5) Maximum Perpheral Stress (vc) 109.54 2' J (fc ` 1000) = 2 ` ~! (3 ` 1000) Peripheral Shear Investigation Result check to see if Peripheral shear "v" is less than the maximum "vc' Cantilever Moment Investi ation d3 Bendin ldev. consideration dist in 7.88 (0.5' b}-(0.5' dcs) _ (0.5' 23} - (0.5 `7.25) ` ` M Cantilever Moment M) 558.1 (7.875 / 12}) (0.5 pn' bf' (d3112)"(0.5' (d3l12)) =1350' 1.92"(7.875! 12) ' ` ' As Re uired Steel Area "As" s . in. 0.04 0.9 8.5) 1000} M' 121((fs ` 1000)' j ` d} _ (558.1 ' 12) ! ((20 Total Number of bars re uired (min 1 total req. steel area divided by area of a bar, rounded up Number of bars each wa (min) 1 total number of bars divided by two and rounded up Rule of thumb no. of bars each wa 2 by preference, space rebar no more than footing thickness (h) Callout rebar to use each wa 2 rester of calculated or reference rebar s acin to determine number of bars FooEnp ReEx Worksheel.xls ~R~G1~VA~. Prepared by R.J.V. on 1119!2004 at 9'17 AM Alan Mascord Design Associates, Inc. Isolated Footing 1305 NW 18th Avenue Portland, OR 97209 (503} 225-9161 Worksheet fc fs fy dre Bearing Footing Information: Project: STOCK PLAN 2230C Location: Callout: F2-FOOTING IN LIVING USE 39" x 39" x 12"CONC. FTG. Wl 3 !t4 BARS EA. WAY Rebar Grade 40 Steel Grade of reinforcing bars f c ksi 3.00 Specified Concrete compressive strength {kipslin2) fs ksi 20.00 Allowable tensile stress of steel reinforcement (kipsln2) ksi 40.00 Yield strength of steel reinforcement (kipslin2) rebar size number 4 bar number... the bar diameter in eighths of an inch Soil Bearin Pressure s 1,500 Rebar Cover in 3.00 minimum rebar cover Entered Values dcs S ware Column Side Dimension in "'" 7.25 assumes a square section column or column with square bearing plate j Value 0.90 Lookup from table of Balanced Section Properties we concrete wet ht s 150.00 (h112)'150 P Column Load Ibs 13,946.00 Ar Rebar cross section area 0.20 m2 = n * (0.5 ' 0.512 Dr h d wr pn Computed Values rebar diameter in 0.50 rebar number divided by 8 h= footin het ht 12 footin thickness less bar & cover 8.50 h-(dre + Dr) _ (12 - (3 + 0.5)) Net Footin Pressure s 150.00 (h l 12)' we = (12112)' 150 Net Usable Soil Pressure s 1,350.00 1500 -150 =1350 Re 'd Footin "Pad" Plan Areas 10.33 P / pn = (1 3946 / 1 500) Req'd Length of Pad Side (in.) 38.57 ((Jdpr) • 12) _ i0110.33)'12) Len th of Pad Side in. -rounded 39 round dp<up to whole inch Length of Pad Side (ft.) -rounded 3.25 express dpr in square feet based upon rounded value beam shear consideration dist in "1.38 0.5' b - 0.5' dcs + d = 0.5' 39 - 0.5 * 7.25 + 8.5 Abp dpr b bf d1 Beam Shear Investi ation V Shear Force V 2,696.5 (pn' bf' (d1 112)) _ (1350' 3.25' (7.375! 12)} v Shear Stress v 8.13 V / (b' d) = 2696.5 / (39 " 8.5) vc Maximum Stress (vc) 60.25 1.1 ' J (Pc ` 1000) = 1.1 ' J (3' 1000) Shear Investi ation Result PASSES check to see if Shear stress "v" is less than maximum'vc' Pe heral Shear Investi ation d2 eri heral shear consideration disc in 15.75 (d + dcs) _ {8.5 + 7.25) V Peri heral Shear V) 11,933.8 V' ((bf)2-(d2112)2) =1350' ((3.25)2- (15.75 / 12)T) v Pe iheral Shear stress v) 22.29 V / ((d2' 4}' d) = t350 /((15.75.4)' 8.5) vc Maximum Perpheral Stress (vc} 109.54 2 ` J {Pc' 1000} = 2' J (3 ` 1000) Peripheral Shear Investigation Result check to see if Peripheral shear "v" is less than the maximum "vc" Cantilever Moment Investi ation d3 Bendin ldev. consideration dist in 15.88 (0.5' b}-(0.5' dcs) _ {0.5' 39) - (0.5' 7.25) M Cantilever Moment M 3,839.3 pn' bf' (d3112)' (0.5' (d3112)) =1350' 3.25' {15.875 ! 12)' (0.5' (15.875112)) As Re uired Steel Area "As" (s . in. 0.30 M' 12 / ((fs ' 1000)' j ` d) _ {3839.3 + 12) / ((20' 1000)' 0.9 ` 8.5) Total Number of bars re uired min 2 total req. steel area divided by area of a bar, rounded up Number of bars each wa min 1 total number of bars divided by Mro and rounded up Rule of thumb no. of bars each wa 3 by preference, space rebar no more than footing thickness {h) Callout rebar to use each wa 3 realer of calculated or reference rebar spawn to determine number of bars FooMp RMai WoMxl~tds OR~~A~ Prepared by R.J.V. on 1r19/2p~4 at 9:18 AM Alan Mascord Design Associates, Inc. ISOlated FOOtITIg 1305 NW 18th Avenue Worksheet Portland, OR 97209 (503) 225-9161 Bearing Footing Information: Project: STOCK PLAN 2230C Location: Callout: F3-FOOTING IN GARAGE 3 CAR ONLY USE 48"x48" x 12" CONC. FTG. W! 4 #4 BARS EA. WAY Rebar Grade 40 Steel Grade of reinforcing bars Pc ksi 3.00 Specified Concrete compressive strength (kips/inz) s fs ksi 20.00 ) Allowable tensile stress of steel reinforcement (kips/in ksi 40.00 Yield strength of steel reinforcement (kips/in') rebar size number 4 bar number... the bar diameter in eighths of an inch Soil Bearin Pressure s 1,500 Rebar Cover (in) 3.00 minimum rebar cover fc fs fy d rc Entered Values dcs S uare Column Side Dimension in 7.25 assumes a square section column or column with square bearing plate j Value "'" 0.90 Lookup from fable of Balanced Section Properties we concrete wet ht ( sf) 150.00 (h/12)'150 P Column Load Ibs 20,949.00 Ar Rebar cross section area 0.20 mZ = n' 0.5' 0.5 2 Dr h d wt pn Ab dpi b1 d1 t.vni uicaa va~uca rebar diameter (in} 0.50 rebar number divided by 8 h= footin het ht 12 footin thickness less bar 8~ cover 8.50 h-(dre + Dr) _ (12 - (3 + 0.5)) Net Footin Pressure s 150.00 (11112)' we = (12 ! 12)' 150 Net Usable Soil Pressure (s 1,350.00 1500 - 150 =1350 R 'd Footin "Pad" Plan Areas 15.52 P ! pn = (20949 ! 1500) Req'd Length of Pad Side (in.) 4727 ((Jdpr)' 12) _((115.52)'12) Len th of Pad Side in. -rounded 48 round dpr up to whole inch Length of Pad Side (ft) -rounded 4.00 express dpr in square feet based upon rounded value beam shear consideration dist in 11.88 0.5' b - 0.5' dcs + d = 0.5' 48 - 0.5 " 7.25 + 8.5 V v vc Beam Shear Investigation Shear Force V 5,343.8 (pn `bf' (d1 112}) _ (1350' 4' (11.875112)) Shear Stress v 13.10 V 1(b' d) = 5343.81(48' 8.5) Maximum Stress (vc} 60.25 1.1 ` J {Pc' 1000} =1.1 ` J (3 * 1000) Shear Investi ation Result PASSES check to see if Shear stress 'v" is less than maximum'vc' Per heral Shear Investi ation dz eri heral shear consideration dist in 15.75 (d + dcs) _ (8.5 + 7.25) V Peri heral Shear 19,274.4 V * ((bf)'-(d2112)~ =1350' {(4)2 - (15.75 ! 12)~ v Per iheral Shear stress v 35.99 V l ((d2' 4) `d) =13501((15.75' 4)' 8.5) vc Maximum Perpheral Stress (vc) 109.54 2' J (Pc' 1000) = 2' J (3' 1000} Peripheral Shear Investigation Result check to see if Peripheral shear "v' is tens than the maximum "vc' Cantilever Moment Investi ation d3 Bendin /dev. consideration dist in 20.38 (0.5' b}-(0.5' dcs) _ (0.5'48) - (0.5' 7.25) M Cantilever Moment M 7,783.9 pn " bf' (d3112)' (0.5' (d3l12)) = 1350' 4' (20.375 ! 12) " (0.5' (20.375112)) As Re uired Steel Area "As" s . in. 0.61 M " 12 ! ((fs' 1000)' j' d) _ (7783.9' 12} 1((20' 1000) " 0.9 * 8.5) Total Number of bars re uired min 4 total req. steel area divided by area of a bar, rounded up Number of bars each wa min 2 total number of bars divided by two and rounded up Rule of thumb no. of bars each wa 4 by preference, space rebar no more Than footing thickness (h) Callout rebar to use each wa 4 rester of cak;ulated or reference rebar spacin to determir-e number of bars ORi~~NAi~. Foxing ReQ3r PlorkshBC[ds Prepared by R.J.V. on 1/19/2004 at 9a 5 AM B E A M A N A L Y S I S v1.5 S'T'RUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C Ul- CLG BEAM BTWN FOYER & LIVING O1-07-2003 R.J.V. 5 1/8" X 16 1/2" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM Pl y y R1 R2 Reaction R1 = 7,982.1 lbs. Reaction R2 = 7,576.9 lbs. Total load = 15,559.0 lbs. Dimensions: Clear span 14.0 feet, no overhang. Point loads: Pl = 9,763.0 lbs. at 8.0 feet. No triangular loads. Uniform beam weight= 14 lbs/lf (= 196 lbs. total}. Uniform loads: U2 = 100.0 lbs/lf at 8.0 feet to 14.0 feet. U1 = 625.0 lbs/lf at 0.0 feet to 8.0 feet. Deflection. limit (live load plus dead load}: 1/360. :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: t ................................................................... ................................................................ . ................................................................:::................................................................ BEAM TYPE LAPS GLULAM (2400 Fb} COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {1bs) 7,982.1 FV 240.0 Area (Sq.In.) 50 83 Moment {ft-lbs) 43,409.1 FB 2,400.0 Sect.Modulus 224 224* Deflection (in} 0.47 E 1.80E6 Mom.Inertia 1,561 1,814 ..................................... .......................................................... ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: t ::::::::::: i:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: Actual Maximum Deflection = 0.40 inches. Maximum Deflection occurs at 7.0 feet. Maximum Moment occurs at 8.0 feet. Size Factor = 0.969 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H): 5.125" by 16.194" MINIMUM BEAM AREA (Sq.In.) 82.99 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C U2- HDR ACROSS OPENING @ DEN OVER LIV 01-07-2003 R.J.V. 4 X 12 DF #2 HEADER OK BEAM AND I.,OAD DIAGRAM R1 R2 Reaction R1 = 2,152.5 lbs. Reaction R2 = 1,801.0 lbs. Total load = 3,953.5 lbs. Dimensions: Clear span = 4.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 4 lbs/lf (= 16 lbs. total). Uniform loads: U2 = 750.0 lbs/lf at 2.5 feet to 4.0 feet. U1 = 1,125.0 lbs/lf at 0.0 feet to 2.5 feet. Deflection limit (live load plus dead load): 1/360. BEAM TYPE WOOD: DFL-SINGE 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear {lbs) 2,152.5 FV 95.0 Area (Sq.In.} 34 34* Moment (ft-lbs} 2,047.1 FB 990.0 Sect.Modulus 25 55 Deflection {in) 0.13 E 1.60E6 Mom.Inertia 27 267 Actual Maximum Deflection = 0.01 inches. Maximum Deflection occurs at 2.0 feet. Maximum Moment occurs at 2.0 feet. MINIMUM BEAM SIZE (W x H): 3.500" by 9.711" MINIMUM BEAM AREA (Sq.In.) 33.99 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C U3- HDR OVER MSTR BR WINDOW 01-07-2003 R.J.V. 4 X 12 DF #2 HEADER OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 2,427.8 lbs. Reaction R2 = 2,136.2 lbs. Total load = 4,564.0 lbs. Dimensions: Clear span = 6.0 feet, no overhang. No point loads. No triangular loads Uniform beam weight= 6 1bsJlf (= 36 lbs. total). Uniform loads: U2 = 638 .0 lbs/lf at 3 5 feet to 6 0 f . . eet. U1 = 838 .0 Ibs/1f at 0.0 feet to 3 5 feet Deflection limit (live load plus dead . load}: 1/360. . .:............................... .................... ...................................... ................... BEAM TYPE WOOD: DEL-SINGE 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs} 2 427 8 FV 95 , . .0 Area (Sq.In.) 38 38* Moment (ft-lbs) 3, 485. 5 FB 990.0 Sect Modulus 42 Deflection (in) 0 20 . 70 . E 1.60E6 Mom.Inertia 69 383 ..... .........:::::::::::::::::: ................. ::::::: ....... ::::::::::::::::::::::::::::::::::::: ........... :::::::::::::::::::::::::::::::: :::::::::::: :::::::::::: .. ........ ................ ................................ ............ ............ Actual Maximum Deflection = 0.04 inches. Maximum Deflection occurs at 3.0 feet. Maximum Moment occurs at 3.0 feet. MINIMUM BEAM SIZE (W x H) 3.500" by 10.953" MINIMUM BEAM AREA (Sq.In.) 38.33 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGI~~*' CROSS-TIE ANALYSIS Prof. No. ~z 3o G SroGi~ ~Gf~if/ A.n.alysis by: .,rz/~ Date: l- 7 ~3 Location: C/1 a• L• i 8 1 ^^ ~ O L L ~ C T i O l f I305 NW l~h Atesse, Port4sd• OR 9T209 ^^ tso~ zzs~~ ^n~ ~~~ i Q~°6~9tJAL R*W x fL • ch ZJ? MOMENT Ar~~;[ YSbS: t10MENT lR x a) - lW x [ [a 2 c)? ) x 12 • ~~i [n. Ibs_ SELEGT RAFTER 51ZE AND Fb: SIZE 'lX~o Fb /3// pad. 5 req. 1"iOMENT / Fb • ~ 2~ M.~ RAFTER 5ELEC710N: 2k~ ~Q~',P S /~ Z ~~O~G 11L ~: Ibs. GOP~IEGTOR SELECTION: ~ - ~O~/,~J/~sS l sea attached comacta property sct,sdula~- SUMMARY: UJOOD V,4LUE5 FOR ROOF COIdSTR1IGTION ADJU91lD FOR DUR~T1C11 CF LOAD (•DLL) SIZE Fb (psU 5 lln. ) ? X 6 1311 1,56 ? X 8 1209 13.14 ?X10 I{I0 ?l39 ? X t? 1006 3164 GLUED LAI'"i1NATED LUMBER 124F) 3~~a' X 9' 2160 421 ~~' X 10~i' 2160 51.4 3~' X C2' 2760 lg,sa 5~~y' X 9' 2160 632 Sys' X I0ti}' 2160 942 Sya' X CI' 2160 1?3~0 MICFaD-LAMS II.BE) P4' X l~ia' 2990 Ib25 Ij~i' X 91~' 2990 ?tib ~~i • X Illy' ?990 41.26 r /~ ~... STOCK PLAN 2230C SHAI~.E ROOF GRAVITY LOADS DESIGNED TO AFPA NDS-97 & NDS-O1 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 100# TOTA L LOAD BEAM CALCULATIONS ALAN !~1ASCOKU UESiGN ASSO('IATES, INC. 1305 N.W. 18TH AVE. PORTLAND, OR. 97209 Ir'r"', B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates, Inc. (503} 225-9161 Portland, OR Client: STOCK PLAN Project: PLAN #2230C Location: M14- RM ACROSS 3rd GAR (OPT 3 CAR GAR) Date: 01-08-2003 Calculation By: R.J.V. Comment: 5 1/8" X 10 1/2" 24F GLU-LAM BEAM OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 5,082.0 lbs. Reaction R2 = 5,082.0 lbs. Total load = 10,164.0 lbs. Dimensions : Clear span = 11.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 11 lbs/lf (= 121 lbs. total). Uniform loads: U1 = 913.0 lbs/lf at 0.0 feet to 11.0 feet. Deflection limit (live load plus dead load): 1/240. BEAM TYPE LAM GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL_ PROPERTIES REQUIRED ACTUAL Shear (lbs) 5,082.0 FV 240.0 Area (Sq.In.) 32 46 Moment (ft-lbs) 13,975.5 FB 2,400.0 Sect .Modulus 70 70* Deflection {in) 0.55 E 1.80E6 Mom. Inertia 306 316 ......................................................... .............................................. .......................... Actual Maximum Deflection = 0. 53 inches. Maximum Deflection occurs at 5.5 feet. Maximum Moment occurs at 5.5 feet. MINIMUM BEAM SIZE (W x H): 5.125" by 9.045" MINIMUM BEAM AREA (Sq.In.) 46.35 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL B E A M A N A L Y S I S v1.5 STRUCTURAL PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN PLAN #2230C M15- 9' GAR DR HDR (OPT 3 CAR GAR) 01-08-2003 R.J.V. 6 X 12 DF #2 HEADER OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 1,728.0 lbs. Reaction R2 = 1,728.0 lbs. Total load = 3,456.0 lbs. Dimensions : Clear span = 9.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 9 lbs/lf (= 81 lbs. total). Uniform loads: U1 = 375.0 Ibs/lf at 0.0 feet to 9.0 feet. Deflection limit (live load plus dead load): 1/360. BEAM TYPE WOOD: DFL-SINGE bX #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 728. 0 FV 85.0 Area (Sq.In.) 30 42 Moment (ft -lbs) 3, 888. 0 FB 875.0 Sect.Modulus 53 53* Deflection (in) 0. 30 E 1.30E6 Mom.Inertia 145 203 ........................ ..... ................................................ . .. ............... ............... ............ ............ .... ........................... ..................... ....................... .......................... . Actual Maximum Deflection = 0.21 inches. Maximum Deflection occurs at 4.5 feet. Maximum Moment occurs at 4.5 feet. MINIMUM BEAM SIZE (W x H) 5.500" by 7.627" MINIMUM BEAM AREA (Sq.In.) 41.95 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINQ~