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07-0182 Permit Pkg 060507~OF TEA City of Yelm Permit No: BLD-07-0182-YL Community Development Department Issue Date: 06/05/2007 ~ "~~ Work must be started within 180 da s Building Division ( Y ) Phone: (360) a58-8407 Receipt No: 48824 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 r'7 L..J. Site Address: 9130 Carlsa St. SE Assessor Parcel No. 41610017000 Subdivisi on: Cherry Meadows Lot: 170 Contractor Information: O N ame: Bright Haven Builders Contact: Phone: 425-251-6175 Address: 18062 72nd Ave. S City: Kent State: WA Zip: 98032 O Contractor License No: BRIGHT6971RT Expires: 12/01107335 Business License: 4 Project Information: N Pro)ect Cherry Meadows Description of Work: Plan 22125, L ot 170 Sq. Ft. per floor: (1st) 1089 (2nd) 1133 (3rd) 0 Garage 440 Basem ent 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 1,591.83 ____-- 993.75 -~_____ 598.08 _-____-- 5.6000 --____-- 106.8000 --____-- $1,000 Building Plan Review 1,034.68 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 A 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 574.99 0.00 574.99 0.2160 2,662.0000 square foot O State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: 511,940.25 Applicant's Affadavit: I certify that I have read and examined the to be true and correct. I also certify that th Yelm regulatio including t se governin easements a restri i or} Iy~' registered in 1e ~S'( of ash qtb~/ Firm ion contained within the application and know the same _. ~ ......` `~v` v~" ed structure is in conformity with all applicable City of # Sets of Prints: and land subdivision, and in addition, all covenants, s a contractor, I futher certify that I am currently Date final Inspection: Date: By: 1 ~oF TXpp `{iI CITY OF ._.. ,.. ~ YELM P.°. B°x 479 4 8 8 2 4 Yelm, WA 98597 RECEIPT No. 360-458-3244 RECEIVED ****ELEVEN THOUSAND NINE HUNDRED FORTY DOLLARS & 25 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. BREIGHT HAVEN BUILDERS 06/05/07 48824 11,940.25 CHECK 3635 18062 72ND AVE S KENT WA 98032 BUDGETARY aai ~. aau uLu PERM1591.83,PLREV1034.68.MECH84.75,PLUM132.SERU5725.SINSP145.WERU1500. WMET300.CONDEP90,TRAFF757. 50,FIRE574.99,STFEE4.50 BLD-07-0182-YL CITY OF YELM P.O. Box 479 Yelm, WA 98597 360-458-3244 RECEIPT No. ~ 8 $ 2 5 RECEIVED ****ELEVEN THOUSAND FIVE HUNDRED SEVENTY EIGHT DOLLARS & 11 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. BRIGHT HAVEN BUILDERS 06/05/07 48825 11.578.11 CHECK 3635 18062 72ND AVE S KENT WA 98032 BUDGETARY BLD-07-0203-YL PERM1591.83,PLREV672.54,MECH84. 75, PLUM132.SERU5725.SINSP145. WERI1500.WMET300CONDEP90.TRAF757.50.FIRE574.99.STFEE4.50 ~~f Tlff p ~ ~~ IT F a o m YELM P.O. BOx 479 4 8 8 2 6 Yelm, WA 98597 RECEIPT No. 360-458-3244 RECEIVED ****ELEVEN THOUSAND FIVE HUNDRED SEVENTY EIGHT DOLLARS & 11 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. BRIGHT HAVEN BUILDERS 06/05/07 48826 11.578.11 CHECK 3635 18062 72ND AVE S KENT WA 98032 BUDGETA RY BLD-07-0204-YL PERPi 1591.83,PLREV672.54,PiECH84.75,PLUM132.SERU5725. SINSP145.WERU1500.WMET300.CONDEP90.TRAFF757.50,FIRE574.99,SY=TFEE4.50 ~ -- ~ c_ t L~-; _~ ~` `~~ 7 r! Y. 1 J .. a~ - ` ~` .___ _ .;, ~~ , I ~~ ~DR~SS : ~1 ~ 3 o C.P,~ ~ s ~r~ S i , S ~ ~o"r ~ : ~ ~ o P~_~-1N ~ ', ZZ IZS M rc_+ 3~Cd 3rJ~=~ 113i~`?H1Hr~I,~3 -~T9TS~S-~ ~~:-. L~+9~/i~l~i+ CITY ph YtLM RE ENTIAL BUILDING PERMIT APPLICAT~ ~ FORM Project Address: 1 ~~; p S~ S~, Parcel #: ~ G>~~~ p Subdivision~E-I F_ ~lLY 1~1/I I~~Pu]o~c~: l 7 (`~ Zoning; ~i 07 '99- New Construction ~ ~ Re-Model / Re-Roof /Addition U Home Occupation Sign U Plumbing t.~ Mechanical t~ Mobile /Manufactured Home Placement a Other Project Description/Scope of Work: 5 F I-4 ~~z~ Ll ~~ `~'v Project Valu Building Area (sq. ft) 1 ~ Floor,],~~ 2""' Floor ~~~ Garage '~'f ~ Q Deck R~U ,~~.1 ZJ ~asement Carport Patio # Bedrooms # Bathroom~~ Heating: GA THER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? ~- ~ If yes, a completed environmental checklist must accompany permit application. CITY GENERAL CONTRACTOR i ~ "•~ELEPHONE ~ ~`~ -..~ ~~ I - C.ol7 S ADDRESS l~G~(a-' 7,' S EMAIL CITY ~~ ~~~ STATE i~)!~ ZIP ~~3~ FAX `t'-~~>-~~~1 -(,?l ~`:~ j CONTRACTOR'S LICENSE #r~1' Ir4rrHc>~r 7r~.i EXP DATE~~'.•~? CITY LICENSE # PLUMBING CONTRACTOR i_~'~ '('lure nc TELEPHONE ~.~:3 -S~,a -tv~l3~ ADDRESS jQJt~ I<<~~h ~~ f .-_ `- EMAIL•}-.~uAc~.~?e;Si'lu~m.t"~_crri ~ CITY Fitt ~.-~'~1{~.. STATEL~_ r-1- ZIP if 5 FAX ~~`~ ~ -• `~~'~~ -(~,~C i CONTRACTOR'S LICENSE #('.5`~ ti't_ ~~ ~(75~ .~ EXP DATE~~~; CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 hereby rtffy that the above lnformatlon is correct and that the construction on, and the occupancy and the use of the above ~crlbed pro will in accordance with the laws, rules and regulations of the state of Washington and the City of ~I G Appl ca is 'gnature Date Ow r I Contractor / er's Agent /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 I05 Yelm Avenue West (.?60) 458-3835 PO Box 479 (360) 458-3144 FAX Yelm, WA 98597 rvwm.ci.yelm.wa.ua _ __- Q~~[~dd C~~ ~L~~G~C C~QOG~L~ ~ DD C~~~C~u~l O~1C~o 10570 SE Washington St. __ Suite 210 CIVIL - STRUCTU(?AL ENGINEERS Portland, OR 97216 Tel. 503-254-6292 Fax 503-254-6761 LATERAL ANALYSIS May 21, 2007 Stock Plan 22125 Lot 173, 9201-9215 Killion Road Yelm 98597 85 mph 3-Second Gust, Exposure B; Seismic Category D 2003 IBC / 2007 OSSC Mascord Design Associates 1305 NW 18`h Avenue Portland, OR 97209 Tel. 503-225-9161 AND II. F.X .. TSION OF .nNCFO iF1v^'IAi A1v'O OTI, - D A~AC`T'C ROWELL fi'NGTNEERING 8c DESIGN, INC. SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING IN 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. III. THIS PRODUCT TS FOR A SINGLE USE ONLY AND iS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Calculation ny Rai n~~H~C F.G 1 C;P - - ~'J /~ ~s3p c~esr~h I,,~,'nd 3f~-e2Q ~mr ~ 2i, c, ~ 4, ~ .23, 3 c ~~ ~ ~~, ~ ~~i3y ~- i~~3 ... . - zOWELL ENGINEERING & DESIGN By ~ 3 Date rojec[ __ _ _ Sheet ~ f 0 0 4 U, = ~,y (°I,s~~~o) rt 11,$(4)(io)-~ ~~,$ ~~,s) t8) -r .2,3,3t8)(3,~) t I~,3 (~)C3,S) t i~,3 (~,s) (S, s) = 3~! 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" ' ~ ExP.wp GiG C. -.: E'.:~' e (JYE ~iw`_ >T GARKaE W/Y iC 3:'.li'.'.e.- ' ' ~' ' 3: .3 i .fL ' ~.. ' E %PANG FIG ' ~j~' ~ ~F+~F~'~'~TG ~ ?4X ?~F ~,o-~v~ ~fiq G•D FC51 LLv 'S1n15C+.' /~ G98B c0. 605E ~ /dJ y~~ {. /.- ~'+'~711.iA JO'..'O'.:O'PGOJC arm ~ v Sa'J ~1V~Ir1 I~~'~~H I lO~ ~ ~ ~ ~~~ ~ IF LP NEL fl I OLDOWN VF RM TION PR OR TO CONSTRUCTI N --. _ - ~ A O A O SThn-a~c~~~ N~Tr S I EXTEND SHEARWALL THROUGH INTERSECTING WALL Z eN ST 14 x = ~Z 1 Lo~q ,' Conn r c ~- ~j M pr i^)14'}') V Jai ~~ I~ h4: ~ b.l.~'f'~1 I~ 0~ CO~++ rndn, ~ ~"O ~ ~Or ~dc0.~~~O~ 1 ~-MSi iu X= L3 LO'~ 3 Conhe c', 3M Or 4 X rt'~er -Fo o1~~q; ( ~~ S~or Lo CA ~ L~OrI l ///~~~ WRAP STRAP AROUND BEAM OR DF1L i IOISF WRAP ST1tAP AROUND BEAM OR DBL, 101ST- CONNECT BF•.AM OR UBL JOLST A ~ TY) I'()ST WITH (2) S"TI Rs AT EACH F.ND WRM Sll1AP AROUND BEAM OR DBL. IOIST. CONNECT' REAM OR UBL 101.57 'I'O WALL OR BEAN WRH (2) TS185 AT EACH END WRAP STRAP ARO(7ND REAM OR DBL aa~J IOISi' (X)NNECI' BEAM OR DBL JOIST R I TU WeU.L OR BEAM Wrr1I (1) SI'6224s AT EACH FIND WITH ©BEI,UW. WRAP STRAP AROWD REAM OR URI. ~~ )01ST CUNNF.C'T REAM CIR DRL IOItiI TO WALL UR BEAN 'CH (11 S"I'611~k AT Fr}Cfl ENU WITH BELOW ~~~ ~- D3 DH DS P~ ~~ (~ R R~,- S~ R A T C o~nt r~ cn o r- 'SIb1PSOM' CMST 12 X LENGT}I SPECIFIED ON PLAN. CONNECT TO BEAN, 4x BLOCKING, OR TOP PLATE WITii I6d COMMONS G4 3'h" O.C. CONNF.(T FLOOR DIAPHRAGM TO aFAM oR ax BLOCKrNC wrrli Iaa COMMONSr~y 4" O.C. "SIMPSON" CS I6 X LENGTH SPECIFlEll ON PLAN. CONNECT TO BEAM, 2X BLOCKING, OR TOP PLATE wm i 8J coMMONS re, z I n a° o.c CONNECT Fl.OOR D(API IRAGM TO BEAM OR 2X BLOCKMG WlTli 8J COMMONS( 4" O.C. DS('4 CONNECT TOP PLATE TO GIRDER TRUSS CONNECT BEAM( DBL Fl.(x>R 71ST' TO TOP PLATE. CONNECT FLOOR UTAPIIRAGM TO RFAM/DBL Jas•r vnrH ae ~ e.° o.c. CONNECT BEAMS DBL JOIST TO BEAMIDBL JOIST. ('ONNECT BF.AM~ UN1, FI,WR JOIST TO TOP PLATE CONNECT FLWR DIAPHRAGM 7'O BCAM,'OBL JC)IST NTTH I Od (irj 6" O.C. CONNECT BEM4 DBL )01ST TO EiUMT)BL IOIST. S~~ STN -N(,- PROVIDE I v32" I.IIN. PLYWWD ROOF Sli)iAT1iING WrXA COMMONS ~ o" O.C. AT ALL PANEL EUC;ES AND PERIMETER, 12"O.C. IN FIELU BL(x'K ALL EDGF,S. .- PROVIDE I V31" MIN. PLYWOOD RWF ~ SIIEATHINiiWR1dCOMMONS(d4" S~ O.C. AT.ALL PANEL li[X;ES AND PERIMETER. IY' U.C. IN FIELU BUX'K ALL EIX;ES PRO~TDE ISl31" MM. PLYW'WD RWF SHEA'iIiING W/IOd COMMONS (d 4" 53 U.C..A'r AI.L PANEL E IX 3ES AND PERIMETER, i2" O C. 1N PIFLD BLOCK ALL EFX;ES PROVIDE IV52"MIN. PLYWOOD. FI.WRN'EII.ING SIIEATTiJNG Wind u S I Q C.'OMMONS (d) 6'" U.C. AT ALL PANEL. E[X;ES AND PERT M>:TER, 11"O.C'. IN FIELU BI.O('K ALL EDGES PROVIDE IY12"MIN. PL}'WWD SS FLWRK:F,ILMG SHEATHING WA1d " Cl C AT Ai.l. PANEL. COMMONS (~ 4 EDGiiS ANU PERIMETER. 12" O.C. IN FIELD. BLCX;K ALL EDGES PROVIDE IV31.'MIN PLYWIX)D FL<X)WCEILING SHFATTIING W/IOd 5 6 COMMONS (d, J" n C AT Al.l. PANEL EDGES AND PERIMETER, 12"OC f`J FIELD. BLOCK AI.L EDGES. ROWELL ENGINEERING & DESIGN By Dure Prujert _ ?T l\~ ~~ It (Z `~ N U T~ S L, C= (~ 'F~1 ~ Sheet of ~ ~ !0 SNEARIUALL SGNEDULE ~ NOTES WALL COVER ~ FASTENERS I rrvrc ~~anina~ I ~,~~ I AB. I REI'tARICS ~, IS/37' AP?.- 16GA STAPLE 3' O.G. 6' O.G. 8d GG1-U'ION • 6• oc. i. 'F. RH. P-NAIL' -DESIGNATES A RATED SHT'G 0.131'+ ~ 2' 6' O.G. 12. O G JX 54. O~G. 5UITABLE SUBST. FOR ' FULL ROUND-HEAD POWER NAIL. F. RH. P-NAIL . . 0.131 + F. RH. P-NAIL 2 ALL EXTERIOR WALLS MUST HAVE © 15/3r APA- I6GA STAPLE 3' O.C. 6' O.G. 1'y' LONG x l/16' WIDE . 15/32' APA-RATED SHEATHNG AND RATED SHT'G ~ 0.148.0 x 24' 6. O.G 12. O.G 2x a5. O.G. STAPLES W/ cROU.NS ' 0.131'0 x 2' F. RH. POWER NAIL F. RH. P-NAIL . . PARALLEL W/ FRA!-I G (OR EQUiv FASTENER) AT MINIMUM . Q 15/32' APA- 0.148'• x 2'~.' ' 3x OR 4x REQUIRED AT b' O.C- EDGE NAIL'G 5ET FLUSH W/ RATED 5NT'G FULL ROWO- 4' O.G. 12' O.C. 3X 30 O.C. ALL PANEL JOINTS. THE SURFACE OF THE SHEATHING. HEAD P•NAIL ALL PANEL EDGES TO BE BLOCKED Q 5/37' APA.- RATED SNT'G 0.148'+ x ?•~• FULL ROUND- 2. OC STAGRD 8' O.G. 3X IS' O.C. 3x OR 4x REQUIRED AT ALL PANEL JOINTS (TYPE 'S' WALL IS STANDARD) HEAD P-NAIL . 3. ANY FASTENER EXPOSED TO Q E 15/32' APA.~K* 0.148'+ x 2'4• ' ' ' 3x OR 4x REQUIRED AT WEATHER SHALL BE GALVANIZED. RATED SHT G RlIL ROWD- ST~~ g O.C. 3X O.G. I5 ALL PANEL JONTS. EACH SIDE HEAD P-NAIL 4. HOLDOLL.NS OCCUR a EA. END OF 15/32' APA. 0.148•+ x 2'~4' ' 6X6 POST EACH END OF EA. SH'WALL a FASTEN TO MIN. DBL. F RATED SHT'G (FULL ROUND- 2 OL. 5T'~'~' 6. O.G. 3X 9' O.C. WALL. 3X6 STUDS ~ ALL 2X STUDS, UNLESS OTHERWISE NOTED. EACH SIDE HEAD P-NAIL PANEL JOINTS. WALL SHT'G SHALL BE EDGE NAILED _ 10d COMMON NAIL OK SUBSTITUTE FOR ANY 0.148'0 (9 GA.) P-NAIL. ~ TO ALL HOLD'N STUDS. ALL PANEL EDGES OF SHEARWALLS MUST BE BLOCKED. 5. EDGE NAIL ROOF AND FLOOR SHT'G. TO RIM JOISTS/BLKG. ~ FASTEN TO WALL le w/SIMP. 'L550' OR 'LTP4' s NOLDOUJN SGNEDULE ~ sPAaNG- •A• ~ •s WALLS - 1l' o.c. 'B' - 23' O.G.. 'C'- 15' O.G.. 'D' - 9' 'E' - l' O.G., "F' - 4T~g' O.C. MARK HOEDOWN FASTENERS MARK HOEDOWN FASTENERS LAP W L ' ' A b. L PLATES MINIMUM 4 -0 NO SPEGIA CONNECT BTM. 12 TO BTWN. SPLICES W/CS) Ibd EA. SIDE HOLDOU.N I FLR JST/Eif"I/BLK'G ' ~ STHDI4RJ' . !38) Ibd SINKERS CONNECT SHEARWALL BOT. f2 TO REQU RED W/ Ibd a 4 O.G. FRAME BELOW W/ Ibd o 4' O.C. SHEARWALL 5HT'G MUST E TEND *'CMSTt2'x (~) Ibd COMMON ' ' f32) Ibd SINKERS X FROM BOTTOM TO TOP PLATES. I 36' LONG NAILS AT EACH END s 1314' o.c. STAGRD. ~ ~ HTT22 ~ SIMPSON 'SSTB24' ANCHOR BOLTS. ~- EQUIVALENT HOEDOWNS STRAPS , *'GMSTi2'x (IIJ Ibd COMMON ** ' ' (3) ~i'o A301 BOLTS ° BOLTS, NAILS, ETC. BY OTHER MFR'S MAY BE SUBSTITUTED FOR THOSE \~ 48' LONG NAILS AT EACH END ~ I'aDBA i ~GP~BS~ B28' SPECIFIED FROM 'SIMPSON'. v e I i,' o.c. STAGRD. *'CMST12'x (15) Ibd COI-N-tON ** !4)'~e'o A301 BOLTS 8. SHEATHING ON SHEARWALLS SHALL 07 I 3 60' LONG NAILS AT EACH END 3 ' 10 ~ 'HDIOA' ~ SIMPSON 'SSTB28' N BE NTERUPTED BY ANY WALL BUTTING INTO SHEARWALL 0 1 14 o.c. STAGRD. ANCHOR BOLTS. ** l38) Ibd SINKER !S) I'~ A301 BOLTS ~ 9. BUILDER TO VERIFY ALL 'MSTGlB' NAILS AT EAGN END 11 'HDI5' Ili' THREADED ROD INSTALLATION REQUIREMENTS PER 'SIMPSON' CAT O ANCHOR BOLT WITH AL G FOR ALL ~p~ INDICATES SPECIAL HOEDOWN CONDITION (3l 3'o WASHERS HOEDOWNS/STRAP GONNEGTIONS. ~/ fSEE DETAIL OF CORRESPONDING NUMBER) BETWEEN (2) NUTS. MIN. 14' FOOTING 10. FASTEN MUDSILL IEs TO FDTN. ~ ' EMBEDMENT. W/ % o ABs ~ B.P. y~a-3. MIN. l' EMBED LECxEND bxb POST REQUIRED. TO GONG. SEE SCHEDULE FOR SPACING s SHADED AREA, PROVIDE 15/32' APPROX. HOEDOWN LOCATIONS ~ O MIN. APA RATED FLOOR SHEATH'G DETAIL REFERENCE TAG w/ sd coMMONS s b• OG s ALL SHEARI{JALL LOCATIONS ' ~ 5; DETAIL REFERENCE FOR PANEL EDGES ~ PE IMETER R , ~r OPTIONAL CONDITION 12' OG IN FIELD. BLOCK ALL 3X 3X SILL PLATE REQ'D . PANEL EDGES W/ 2 X 4 FLAT. fe * - 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 HOLDOUJN CONNECTIONS. LATt20406 D N Ab a ~ t N ~ ~ ~~~ ~~~ i ~~ G ~~~ ii'~ NAP t N m ~~~7j '88 p LS(~Ul her: i o '~~ ~ ~°" A n •p~ N UO o O O ~ O DD~ m~~ n (A ~ ~~ N ~ ~ ~~~ I~ z z I ~ ~ ~ ~ ~ o. O ~ ~ Q N • 6~ Om hN ~ m~ ;; ;; ~ fp°~1 II §~ II 6 ii ii ~ ~ II II m~ II D E n ii '1~ r• n II ~ rn u ~j n ii ~ II II N I i 0 ~ ~A~ ~~~~" ~D ~ ~~k N~o~~ ~~ ~~m~ D ~. ~~~ ~~~o ~~ o N~ ~ ~ I ~y I I ~--- .. A €:R~~ ~~ I ~ ~ g ~rA~X m €A m'1 € ;. 3 m ~ ~~ ~ ~ ~ A ~~~ ~m n F~~f '~'~ , vs ~h~ VZ ,_ .._ _ _--..__r_.__ ___ .. __ .___.. . ~3 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 = 0.368 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 = 0.80g MASCORD DATE: 05/21!07 PROJECT: 22125 DESCRIPTION: 2003 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2003 IBC BY: DVB/RM WIN 85 EXPOSURE: B SEISMIC CAT: D (SDS=y3 Snas) 0.800 R: 6.5 A u er: 1745 A main: 1800 ower: Ab: 1800 Adjustment Factor for Building Height J~ = 1.00 Increase 1108 wind loads by 0.60 to obtain 85/B 1.2SDS 0.96 ip ode 98597 V=1.2SosWDL/R ASD Load Combination = V/1.4 (Eq. 16-18) PPER FLOOR SF WALL HT. HEIGHT LINEAL FEET SQUARE FEET DL DEAD LOAD POUNDS V SEISMIC POUNDS LOAD COMB. Eq. 16-18 ROOF/CEILIN 15 1745 26175 3866 2761 EXT. WALLS 10 8 160 6400 945 67~, tNT. WALLS 8 8 165 5280 780 55 i BRICK 40 0 0 0 (i TO- 37~t55 ~:~~~~' ~,~;~~'~, ROOF/CEILING 15 55 825 122 87 FLOOR 10 1745 17450 2577 1841 EXT. WALLS 10 11 160 8711 1287 919 INT. WALLS 8 11 90 3920 579 414 WALLS ABOVE 11680 1725 1232 DECK 10 0 0 0 BRICK 40 0 0 0 0 T 42586 6290 44E~3 ROOF/CEILING 15 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 10 0 0 0 0 INT. WALLS 8 0 0 0 0 WALLS ABOVE 12631 1866 1333 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 3 8 6 13: ;'~ REDUNDANCY FACTOR = 2-20/((Rmax)(Ab)'~) WHERE, Rmax = Vwa~~ x (10/I„,) / Vstory Shear wall Allowable Floor to Floor Holdown Floor to Foun ation Holdown Load (plf) Tag oad Type Tag Load Type S 260 1 1250 cMSTt2x3s' 6 3885 STHDI4RJ B 310 2 1960 CMST12x48" 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 _ FID15 F 1540 DATE: 05/21/07 PROJECT: 22125 WALLS LOAD LINE LENGTH OF SHEAR WALLS (FEET) TOTAL WALL HGHT. , FT. BRICK NOTES V1 15.0 1 _ g V2 37.0 37.0 8 V3 3.0 3.0 4.5 5.0 15.5 8 V4 3.5 3.0 4.5 4.0 15.0 8 V5 7.5 7.5 8 V6 4.0 4.5 8.5 g V7 V8 0.0 V9 0.0 V 10 0.0 .0 V 12 0.0 V 13 0.0 V 14 0.0 V 15 0.0 V16 0.0 M1 15.0 15.0 M2 11.0 24.0 35.0 9 M3 3.0 6.0 5.5 5.0 1 9.5 9 M4 3.0 2.5 5.5 9 M5 13.0 13.0 26 two sto area M6 4.0 4.5 8.5 g M7 10.0 10.0 9 M8 12.5 4.5 17.0 9 M9 11.5 5.5 17.0 9 M 10 0.0 M 11 0.0 M 12 0.0 M13 0.0 M 14 0.0 M 15 0.0 M16 0.0 L 1 0.0 L2 0.0 L3 0.0 L4 0.0 LS 0.0 L6 0.0 L7 0.0 L8 0.0 L9 0.0 L 10 0.0 L11 0.0 L 12 0.0 L 13 0.0 L14 0.0 L15 0.0 L 16 0.0 w ~~ DATE: 05/21 /07 PROJECT: 22125 WIND EXPOS. LENGTH PLF FOR EXPOS. LOAD FROM ABOVE TOTAL LOAD SHEAR WALL LENG-fH 110/6 PLF AD . 85/B PLF NOTES V1 3491 3491 15.0 233 140 V2 4252 4252 37.0 115 69 V3 3449 3449 15.5 223 134 V4 3783 3783 15.0 252 151 V5 3669 3669 7.5 489 294 V6 5484 5484 8.5 645 387 V7 0.0 0 Vg 0 0 0.0 0 0 Vg 0 0 0.0 0 0 V10 0 0 0.0 0 0 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 0 0.0 0 0 2 28 M1 7152 7 52 15.0 477 286 M2 7913 7913 35.0 226 136 M3 5220 5220 19.5 268 161 M4 M5 6129 3669 6129 3669 5.5 13.0 1114 282 669 169 M6 6707 6707 8.5 789 473 M7 3205 3205 10.0 321 192 Mg 3205 3205 17.0 189 113 Mg 3205 3205 17.0 189 113 M10 0 0 0.0 0 0 M11 0 0 0.0 0 0 M12 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 L1 0 0 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 Lg 0 0 0.0 0 0 Lg 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 `6 . DATE: 05/21/07 PROJECT: 22125 SEISMIC DIREC. TOTAL FLOOR R. FEET °o OF FLR WALL BRICK FROM TOTAL SE UNIT REDUN. REDUN. DJUST UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 1 39 23% 899 0 899 60 .00 1.0 60 V2 X 3993 50% 1997 0 1997 54 1.00 1.00 54 V3 X 3993 50% 1997 0 1997 129 1.00 1.00 129 V4 X 3993 30% 1198 0 1198 80 1.00 1.00 80 V5 X 3993 28% 1098 0 1098 146 1.00 1.00 146 V6 X 3993 20% 799 0 799 94 1.00 1.00 94 V7 3993 0 ° 0.00 V8 3993 0% 0 0 0 0 0.00 0 V9 3993 0% 0 0 0 0 0.00 0 V10 3993 0% 0 0 0 0 0.00 0 9 Oo V12 3993 0% 0 0 0 0 0.00 0 V13 3993 0% 0 0 0 0 0.00 0 V14 3993 0% 0 0 0 0 0.00 0 V15 3993 0% 0 0 0 0 0.00 0 V16 3993 0% 0 0 0 0 0.00 0 /Jt3/ M1 93 330 18% 4 0 4 55 1.00 .00 55 M2 X 4493 570 32% 1423 0 1423 41 1.00 1.00 41 M3 X 4493 330 18% 824 0 824 42 1.00 1.00 42 M4 X 4493 290 16% 724 0 724 132 1.00 1.00 132 M5 X 4493 350 19% 874 0 874 67 1.00 1.00 67 M6 X 4493 330 18% 824 0 824 97 1.00 1.00 97 M7 X 4493 370 21 % 923 0 923 92 1.00 1.00 92 M8 X 4493 420 23% 1048 0 1048 62 1.00 1.00 62 M9 X 4493 590 33% 1473 0 1473 87 1.00 1.00 87 M 10 4493 0% 0 0 0 0 0.00 0 M11 4493 0% 0 0 0 0 0.00 0 M 12 4493 0% 0 0 0 0 0.00 0 M13 4493 0% 0 0 0 0 0.00 0 M 14 4493 0% 0 0 0 0 0.00 0 M15 4493 0% 0 0 0 0 0.00 0 M 16 4493 0% 0 0 0 0 0.00 0 L1 1333 0% 0 0 0 0 0.00 0 L2 1333 0% 0 0 0 0 0.00 0 L3 1333 0% 0 0 0 0 0.00 0 L4 1333 0% 0 0 0 0 0.00 0 L5 1333 0% 0 0 0 0 0.00 0 L6 1333 0% 0 0 0 0 0.00 0 L7 1333 0% 0 0 0 0 0.00 0 L8 1333 0% 0 0 0 0 0.00 0 L9 1333 0% 0 0 0 0 0.00 0 L10 1333 0% 0 0 0 0 0.00 0 L11 1333 0% 0 0 0 0 0.00 0 L12 1333 0% 0 0 0 0 0.00 0 L13 1333 0% 0 0 0 0 0.00 0 L14 1333 0% 0 0 0 0 0.00 0 L15 1333 0% 0 0 0 0 0.00 0 L16 1333 0% 0 0 0 0 0.00 0 U% ..~,, w DATE: 05/21/07 PROJECT: 22125 G U WALL SUMMARY IND UNIT Narrow Panel SEIS UNIT CONTR. DESGN MAX. UNIT UPLIFT SHEAR HOEDOWN NOTES SHR ncreas SHR W S SHEAR WALL V1 0 1.00 60 140 1117 S 0 OR ~/ V2 69 1.00 54 X 69 552 S 0 OR 0 ~/ V3 134 1.33 171 X 171 1371 S 2 OR 6 V4 151 1.33 106 X 151 1211 S 1 OR 6 f V5 294 1.00 146 X 294 2348 B 3 OR 6 V6 387 1.00 94 X 387 3097 C 4 OR 6 V7 V8 0 1.00 0 0 0 0 OR 0 V9 0 1.00 0 0 0 0 OR 0 V10 0 1.00 0 0 0 0 OR 0 RO 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 8 .1.00 55 X 286. 2575 B 3 OR 6 M2 136 1.00 41 X 136 1221 S 0 OR 0 M3 16 1.50 63 X 16 1446 S 2 OR 6 M4 669 1.75 230 X 669 6018 D 5 OR 9 M5 169 1.00 67 X 169 4403 S 0 OR 0 M6 473 1.13 109 X 473 4261 D 4 OR 7 M7 192 1.00 92 X 192 1731 S 0 OR 0 M8 113 1.00 62 X 113 1018 S 0 OR 0 M9 113 1.00 87 X 113 1018 S 0 OR 0 M10 0 1.00 0 0 0 0 OR 0 M11 0 1.00 0 0 0 0 OR 0 M 12 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 L1 0 1.00 0 0 0 0 OR 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 0 OR 0 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 :1:B~ ::~~ ^.b~. ~.~~ ---- I- 1;~ Urr]~G~ '_~~.''. 4 CL~Q~ P'_A'~ <' wwj IL~E ~YW• NW ~~. ~....~ w:Y.:w' 71:'TL IE(}N~ ` .~° 0~ Y~~•~ .. ~i~» 99 ~¢~P i O•-A•.O~~c - m~~~ru ~ ~w ~~ ~~ ~ - W,. , row.. ~vJ //'~ `~~y~ W~ _J/ ~s ly' M1oPUt ~. RGCF ==R~n: °ER /-\°dRd_..__ 1C'~5i5 ~ 1 ~ ,~,,,qq~ - eiaa~~L ru w ~ .Krwi v^~- -- _- ~ E ~ w.ror,~ aiw ~~~r.r...s ~a~1'~\:1 Y°co ^urw -rte .c.~ Mi • I',f~ - f r rw~w °"`on~ _ ~ n ncu~ \ -wc .r w. ~4°° u. w dR„i,.LL ~ .Lac l RYt NBY6 r ... ....w. ~v, ~ «.. sn ~ ..o~ ~ em ~a. «1 ~.1b W 17 ydRRP. SuEdR ~s\E_ ~_ M. na°. ° eu-E ~i. a._. ~ SLais ,u. er...u.., r~ ~ ~ f J7/l r^'_~ ~~ r PdRL ~LEL i0~5'S ,~ V ' "" ~i~r U ~~.. ...,.. (r~=L~.=esrRap . `` ~~~ I'~~r~F~~r ~~~ 1! ~ ~ i jib } _ / ... w~ _ ~l'~1;~ __ i DER„ ~O ST ~ f L W - I yr~ iii.--'>~---r.J ~v b~aY 1 u..°.onr~ ~ ° i ~GLCC ti cx'E~ atr'~` ~Jti ~ a~.m '~ mw.,m~ t .a. / ~ tf~1/f ....w .. a%i - ~.~ - .dbEfo ~~°i 7t`.~.e o~w m.+e~ ~g w`„ .. ° / ~_,. J i~iEW CR SP-~R~nM..n-- ~ EERY ASrS _ 55 - -r' - -_ - _- ~~UV ~ATIQ(~~ P_AN STOCK PLAN 22125 STRUCT 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 WEAN MASCORD DESIGN ASSOCIATES, INC. 1305 N.W. 1x'IH AVE. PORTLAND, OR. 97209 '^ B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client. Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCR PLAN 22125 M1- FLR. JSTS. OVER NOOK 10-11-2001 A.C.M. 2 X 12 DF#2 FLR. JSTS. @ 16" O.C. BEAM AND LOAD DIAGRAM P1 i R1 R2 Reaction R1 = 596.9 lbs. Reaction R2 = 995.1 lbs. Total load = 1,592.0 lbs. Dimensions : Clear span = 15.0 feet, overhang = 2.0 feet. Point loads: P1 = 164.0 lbs. at 17.0 feet. No triangular loads. Uniform beam weight= 17 lbs/lf (= 289 lbs. total). Uniform loads: U1 = 67.0 lbs/lf at 0.0 feet to 17.0 feet. Deflection limit {live load plus dead load): 1/360. BEAM TYPE WOOD: DFL-REPET 2X12 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (1bs1 663.1 FV 95.0 Area (Sq.In.) 10 16 Moment (ft-lbs) 2,120.5 FB 1,090.0 Sect.Modulus 23 27 Deflection (in) 0.50 E 1.20E6 Mom.Inertia 139 139* Actual Maximum Deflection = 0.50 inches. Maximum Deflection occurs at 7.5 feet. Maximum Moment occurs at 7.0 feet. MINIMUM BEAM SIZE (W x H): 1.500" by 10.363" MINIMUM BEAM AREA (Sq.In.): 15.54 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ~ ~ B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M2- BM UNDER CANT. MSTR. BATH 11-20-2001 A.C.M. (2) 2 X 12 DF#2 BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 443.7 lbs. Reaction R2 = 1,443.3 lbs. Total load = 1,887.0 lbs. Dimensions: Clear span = 1S.0 feet, overhang = 2.0 feet. No point loads. No triangular loads. Uniform beam weight= 67 lbs/lf (= 1139 lbs. total) . Uniform loads: U1 = 374.0 lbs/lf at 15.0 feet to 17. 0 feet. Deflection limit (live load plus dead load): 1/360. BEAM TYPE WOOD: DFL-SiNGL 2X12 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIR ED ACTUAL Shear (lbs) 882. 0 FV 95.0 Area (Sq.In.) 14 21 Moment (ft-lbs) 1,468. 7 FB 950.0 Sect.Modulus 19 26 Deflection (in) 0. 50 E 1.20E6 Mom.Inertia 92 92* Actual Maximum Deflection = 0.50 inches. Maximum Deflection occurs at 7.0 feet. Maximum Moment occurs at 6.5 feet. MINIMUM BEAM SIZE (W x H) 3.000" by 7.154" MINIMUM BEAM AREA (Sq.In.) 21.46 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M3- GARAGE ENT. HDR. IO-11-2001 A.C.M. 4 X 12 DF#2 ~IDR. OK BEAM AND LOAD DIAGRAM P1 y b R1 R2 Reaction R1 = 869.5 lbs. Reaction R2 = 690.5 lbs. Total load = 1.560.0 lbs. Dimensions: Clear span = 3.0 feet, no overhang. Point loads: P1 = 537.0 lbs. at 1.0 feet. No triangular loads. Uniform beam weight= 3 lbs/lf (= 9 lbs. total). Uniform loads: U1 = 338.0 lbs/if at 0.0 feet to 3.0 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) 869.5 FV 95.0 Area (Sq.In.) 14 14 Moment (ft-lbs} 699.0 FB 900.0 Sect.Modulus 9 9* Deflection (in) 0.10 B 1.60E6 Mom.Inertia 6 19 Actual Maximum Deflection = 0. 03 inches. Maximum Deflection occurs at 1.5 feet. Maximum Moment occurs at 1.0 feet. MINIMUM BEAM SIZE (W x H}: 3.500" by 3.997" MINIMUM BEAM AREA (Sq.In.) 13.99 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ~., ,..~ B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client. Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M4- BM OVER PWDR. BATH & GAR. HALL 10-11-2001 A.C.M. (3) 2 X 12 DF#2 OK BEAM AND LOAD DIAGRAM Pl y y R1 R2 Reaction R1 = 2,693.8 lbs. Reaction R2 = 2,917.5 lbs. Total load = 5,611.3 lbs. Dimensions: Clear span = 7.5 feet, no overhang. Point loads: P1 = 305.0 lbs. at 6.5 feet. No triangular loads. Uniform beam weight= 8 lbs/lf (= 56.25 lbs. total). Uniform loads: U1 = 700.0 lbs/lf at 0.0 feet to 7.5 feet. Deflection limit {live load plus dead load): 1/360. BEAM TYPE WOOD: DFL-REPET 2X12 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 2,917 .5 FV 95.0 Area {Sq.In.} 46 46* Moment {ft-lbs) 5,115 .2 FB 1,090.0 Sect.Modulus 56 79 Deflection (in) 0 .25 E 1.20E6 Mom.Inertia 172 402 Actual Maximum Deflection = 0.11 inches. Maximum Deflection occurs at 4:0 feet. Maximum Moment occurs at 4.0 feet. MINIMUM BEAM SIZE (W x H): 4.500" by 10.237" MINIMUM BEAM AREA (Sq.In.) 46.07 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S v1.5 SHAKB ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 22125 Location: M5- BM. OVER STAIRS @ BOTT. ENT. KID Date: 10-11-2001 Calculation By: A.C.M. Comment: 6 X 12 DF#2 BM. OK BEAM AND LOAD DIAGRAM P1 y i • R1 R2 Reaction R1 = 1,833.3 lbs. Reaction R2 = 1,813.0 lbs. Total load = 3,646.3 lbs. Dimensions: Clear span = 7.5 feet, no overhang. Point loads: P1 = 305.0 lbs. at 3.5 feet. No triangular loads. Uniform beam weight= 8 lbs/lf (= 56.25 lbs. total}. Uniform loads: U1 = 438.0 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) 1,833.3 FV 85.0 Area (Sq.In.) 32 41 Moment (ft-lbs) 3,687.8 FB 875.0 Sect.Modulus 51 51* Deflection (in) 0.25 E 1.30E6 Mom.inertia 110 188 Actual Maximum Deflection = 0.15 inches. Maximum Deflection occurs at 3.5 feet. Maximum Moment occurs at 3.5 feet. MINIMUM BEAM SIZE (W x H) 5.500" by 7.428" MINIMUM BEAM AREA (Sq.In.) 40.85 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ~ ~", B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M6- PATIO DR. HDR. 10-11-2001 A.C.M. 4 X 12 DF#2 HDR. OK BEAM AND LOAD DIAGRAM Rl R2 Reaction R1 = 1,747.5 lbs. Reaction R2 = 1,747.5 lbs. Total load = 3,495.0 lbs. Dimensions: Clear span = 5.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 5 lbs/lf (= 25 lbs. total). Uniform loads: U1 = 694.0 lbs/lf at 0.0 feet to 5.0 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) 1,747.5 FV 95.0 Area (Sq.In,} 28 28* Moment (ft-lbs) 2,184.4 FB 900.0 Sect .Modulus 29 36 Deflection (in) 0.17 E 1.60E6 Mom. Inertia 36 143 Actual Maximum Deflection = 0 .04 inches. Maximum Deflection occurs at 2.5 feet. Maximum Moment occurs at 2.5 feet. MINIMUM BEAM SIZE (W x H) 3. 500" by 7. 883" MINIMUM BBAM AREA (Sq.In.) 27.59 VERIFY WITH BUILDTNG OFFICIAL PRIOR TO MAKI NG MATERIAL SUBSTITUTIONS BEAM ANALY S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503} 225-9161 Portland, OR STOCK PLAN 22125 M7- KITCHEN WINDOW HDR. 10-i1-2001 A.C.M. 5 1/8" X 7 1/2" 24F G.L. BM. OK BEAM AND LOAD DIAGRAM P1 y 1 Rl R2 Reaction R1 = 3,888.4 lbs. Reaction R2 = 5,863.6 lbs. Total load = 9,752.0 lbs. Dimensions: Clear span = 5.0 feet, no overhang. Point .loads: P1 = 3,292.0 lbs. at 4.0 feet. No triangular loads. Uniform beam weight= 5 lbs/lf (= 25 lbs. total}. Uniform loads: U1 = 1,287.0 lbs/lf at 0.0 feet to 5.0 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) 5,863.6 FV 240.0 Area (Sq.In.} 37 37* Moment (ft-lbs) 5,851.2 FB 2,400.0 Sect.Modulus 29 44 Deflection (in) 0.17 E 1.80E6 Mom.Inertia 87 156 Actual Maximum Deflection = 0.09 inches. Maximum Deflection occurs at 2.5 feet. Maximum Moment occurs at 3.0 feet. MINIMUM BEAM SIZE {W x H): 5.125" by ?.151" MINIMUM BEAM AREA (Sq.In.): 36.65 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S v1.5 SHAKB ROOF PRBPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503} 225-9161 Portland, OR STOCK PLAN 22125 M8- FAMILY WINDOW HDR. REAR 10-11-2001 A.C.M_ 5 1/8" X 7 1/2" 24F G.L. BM. OK BEAM AND LOAD DIAGRAM P1 y y R1 R2 Reaction R1 = 3,097.0 lbs. Reaction R2 = 4,127.0 lbs. Total load = 7,224.0 lbs. Dimensions: Clear span = 4.0 feet, no overhang. Point loads: P1 = 2,060.0 lbs. at 3.0 feet. No triangular loads. Uniform beam weight= 4 lbs/lf (= 16 lbs. total). Uniform loads: U1 = 1,287.0 lbs/lf at 0.0 feet to 4.0 feet. Deflection limit (live load plus dead load): 1/360. BBAM TYPE LAM GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIBS REQUIRED ACTUAL Shear (lbs) 4,127.0 FV 240.0 Area (Sq.In.) 26 26* Moment (ft-lbs) 3,708.1 FB 2,400.0 Sect_Modulus 19 22 Deflection (in) 0.13 E 1.SOE6 Mom.Inertia 44 54 Actual Maximum Deflection = 0 .11 inches. Maximum Deflection occurs at 2.0 feet. Maximum Moment occurs at 2.5 feet. MINIMUM BEAM SIZE (W x H): 5.125" by 5. 033" MINIMUM BEAM AREA (Sq.In.): 25.79 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTIT UTIONS B E A M A AI A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client. Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M9- HDR. OVER DINING 10-11-2001 A.C.M. 6 X 10 DF#2 BM, OK BEAM AND LOAD DIAGRAM w Rl R2 Reaction R1 = 975.0 lbs. Reaction R2 = 975.0 lbs. Total load = 1,950.0 lbs. Dimensions: Clear span = 10.0 feet, no overhang. BEAM TYPE WOOD: DFL-SINGE 6X #2 COMPUTED STRBSS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 975.0 FV 85.0 Area (Sq.In.) 17 33 Moment (ft-lbs) 2,437.5 FB 875.0 Sect.Modulus 33 33* Deflection (in) 0.33 E 1.30E6 Mom.Inertia 101 101 Actual Maximum Deflection = 0.33 inches. Maximum Deflection occurs at 5.0 feet_ Maximum Moment occurs at 5.0 feet. MINIMUM BEAM SIZE (W x H): 5.500" by 6.039" MINIMUM BEAM AREA (Sq.In.) 33.21 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S vl _ 5 SHAKE ROOF PREPARED BY: Client. Project: Location: Date: Calculation By: Comment Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M10- BM OVER LIVING ROOM 10-11-2001 A.C.M. 5 1/8" X 13 1/2" 24F G.L. BM. OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 7,157.0 lbs. Reaction R2 = 8,401.7 lbs. Total load = 15,558.8 lbs. Dimensions : Clear span = 12.5 feet, overhang = 1.0 feet. No point loads. No triangular loads. Uniform beam weight= 14 lbs/lf (= 182.25 lbs. total). Uniform loads: U1 = 1,139.0 lbs/lf at 0.0 feet to 13.5 feet. Deflection limit (live load plus dead load}: 1/360. BEAM TYPE LAM GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRBD ACTUAL Shear (lbs) 7,249.2 FV 240.0 Area (Sq.In.) 45 64 Moment (ft-lbs) 22,197.1 FB 2,400.0 Sect.Modulus 111 133 Deflection {in) 0.42 E 1.80E6 Mom.Inertia 828 828* Actual Maximum Deflection = 0.42 inches. Maximum Deflection occurs at 6.0 feet. Maximum Moment occurs at 6.0 feet. Size Factor = 0.996 DETERMINING FACTOR = MINIMUM BEAM SIZB (W x H) 5.125" by 12.467" MINIMUM BEAM AREA (Sq.In.) 63.89 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M11- BM OVER ENTRY 10-11-2001 R.C.M. (2) 1 3/4" X 14" PSL. BM. OK BEAM AND LOAD DIAGRAM P1 L i • • Rl R2 Reaction R1 = 7,995.5 lbs. Reaction R2 = 3,454.0 lbs. Total load = 11,449.5 lbs. Dimensions: Clear span = 8.5 feet, no overhang. Point loads: P1 = 9,450.0 lbs. at 2.5 feet. No triangular loads. Uniform beam weight= Uniform loads: U2 = U1 = Deflection limit (live 67 lbs/lf (= 569.5 50.0 lbs/lf at 3.0 385.0 lbs/lf at 0.0 load plus dead load): lbs. total). feet to 8.5 feet. feet to 3.0 feet. 1/360. BEAM TYPE PSL 2.0E DF P-LAM PSL COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 7,995.5 FV 290.0 Area (Sq.In.) 41 41* Moment (ft-lbs) 18,576.2 FB 2,900.0 Sect.Modulus 77 81 Deflection (in} 0.28 E 1.80E6 Mom.Inertia 370 481 Actual Maximum Deflection = 0.22 inches. Maximum Deflection occurs at 4.0 feet. Maximum Moment occurs at 2.5 feet. MINIMUM BEAM SIZE (W x H) 3.500" by 11.816" MINIMUM BEAM AREA (Sq.In.): 41.36 VERIFY WITH BUILDING OFFICIAL PRIOR TO HARING MATERIAL SUBSTI'T'UTIONS ~'"~ ,", B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M12- PORCH BM. 10-11-2001 A.C.M. 6 X 12 DF#2 BM. OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 1,872.0 lbs. Reaction R2 = 1,872.0 lbs. Total load = 3,744.0 lbs. Dimensions: Clear span = 12.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 12 ibs/lf ( = 144 lbs. total). Uniform loads: U1 = 3 00.0 lbs/lf at 0.0 feet to 12.0 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) 1,872.0 FV 85.0 Area (Sq.In.) 33 50 Moment (ft-lbs) 5,616.0 FB 875.0 Sect.Modulus 77 77* Deflection (in) 0.40 E 1.30E6 Mom.Inertia 279 353 Actual Maximum Deflection = 0.32 inche s. Maximum Deflection occurs at 6.0 feet . Maximum Moment occurs at 6.0 feet . MINIMUM BEAM SIZE {W x H): 5.500" by 9.166" MINIMUM BEAM AREA (Sq.In.) 50.41 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M13- MULTI JSTS UNDER STAIRS 10-11-2001 A.C.M. (2) 2 X 12 DF#2 BEAM AND LOAD DIAGRAM ~~ • Rl R2 Reaction R1 = 327.0 lbs. Reaction R2 = 327.0 lbs. Total load = 654.0 lbs. Dimensions: Clear span = 2.0 feet, no overhang_ Actual Maximum Deflection = 0.04 inches. Maximum Deflection occurs at 1.0 feet. Maximum Moment occurs at 1.0 feet. MINIMUM BEAM SIZE (W x H): 3.000" by 2.032" MINIMUM BEAM AREA (Sq.In•): 6.10 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ~ ~ B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 M14- MULTI JETS UNDER STAIR TOP 10-11-2001 A.C.M. (2) 2 X 12 DF#2 BEAM AND LOAD DIAGRAM P1 l i • ~ R1 R2 Reaction R1 823.8 lbs. Reaction R2 ~ 537.2 lbs. Total load = 1,361.0 lbs. Dimensions: Clear span = 9.0 feet, no overhang. Point loads: P1 = 327.0 lbs. at 3.5 feet. No triangular loads. Uniform beam weight= 9 lbs/lf (= 81 lbs. total). Uniform loads: U2 67.0 lbs/lf at 3.5 feet to 9.0 feet. U1 = 167.0 lbs/lf at 0.0 feet to 3.5 feet. Deflection limit (live load plus dead load): 1/360. BEAM TYPE WOOD; DFL-SINGE 2X12 #2 COMPUTBD STRESS/STRAIN DESIGN VAL. PROPERTIBS REQUIRED ACTUAL Shear (lbs) 823.8 FV 95.0 Area (Sq.In.) 13 20 Moment (ft-lbs) 1,805.2 FB 950.0 Sect.Modulus 23 23* Deflection (in) 0.30 E 1.20E6 Mom.Inertia 66 77 Actual Maximum Deflection 0 .26 inches. Maximum Deflection occurs at 4.5 feet. Maximum Moment occurs at 3.5 feet. MINIMUM BEAM SIZE (W x H): 3.000" by 6.753" MINIMUM BEAM AREA (Sq.In_): 20.26 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B B A M A N A L Y S I S v1.5 SHAKE ROOP PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc {503) 225-9161 Portland, OR STOCK PLAN 22125 M17- MAIN GARAGE BM. 10--11-2001 A.C.M. 5 1/8" X 18" 24F G.L. BM. BEAM AND LOAD DIAGRAM P1 P2 y ~ i ~ i • • R1 R2 Reaction R1 = 6,814.8 lbs. Reaction R2 = 6,412.2 lbs. Total load = 13,227.0 lbs. Dimensions: Clear span = 20.0 feet, no overhang. Point loads: P1 = 824.0 lbs. at 1.0 feet. P2 = 417.0 lbs. at 7.0 feet_ No triangular loads. Uniform beam weight= 20 lbs/lf (= 400 lbs. total). Uniform loads: U2 = 615.0 lbs/lf at 7.0 feet to 20.0 feet. U1 = 513.0 lbs/lf at 0.0 feet to 7.0 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) 6,814.8 FV 240.0 Area (Sq_In.) 43 85 Moment (ft-lbs) 32,372.0 FB 2,400.0 Sect_Modulus 168 234 Deflection (in) 0.67 E 1.80E6 Mom.Inertia 1,938 1,938* Actual Maximum Deflection = 0.67 inches. Maximum Deflection occurs at 10.0 feet. Maximum Moment occurs at 10.0 feet. Size Factor = 0.965 DETERMINING FACTOR = MINIMUM BEAM SIZE (W x H) 5.125" by 16.556" MINIMUM BEAM AREA (Sq.In.) 84.85 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS B E A M A N A L Y S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR STOCK PLAN 22125 M18- 16/0 O.H. GAR. DR. 10-11-2001 A.C.M. 5 1/8" X 13 1/2° 24F G.L. BM. BEAM AND LOAD DIAGRAM P1 y i • Rl R2 Reaction R1 = 4,159.7 lbs. Reaction R2 = 4,365.3 lbs. Total load = 8,525.0 lbs. Dimensions: Clear span = 16.0 feet, no overhang. Point loads: P1 = 1,074.0 lbs. at 5.0 feet. No triangular loads. Uniform beam weight= 16 lbs/lf (= 256 lbs. total). Uniform loads: U2 = 505.0 lbs/lf at 5.0 feet to 16.0 feet. U1 = 328.0 lbs/lf at 0.0 feet to 5.0 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) 4,365.3 FV 240.0 Area (Sq.In.) 27 65 Moment (ft-lbs) 18,284.3 FB 2,400.0 Sect.Modulus 92 138 Deflection (in) 0.53 E 1.80E6 Mom.Inertia 874 874* Actual Maximum Deflection 0.53 inches. Maximum Deflection occurs at 8.0 feet. Maximum Moment occurs at 7.5 feet. Size Factor = 0.994 DETBRMINING FACTOR = MINIMUM BEAM SIZE (W x H) 5.125" by :12.696" MINIMUM BEAM AREA (Sq. Zr~.) : 65 .07 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS Woodworks SIZER SOFTWARE FOR WOOD DESIGN File Name: WALL Woodworks SIZER 1.Oe 11 Oct,2001 13:18 COMPANY ~ PROJECT ALAN MASCORD DESIGN ASSOCIATES, Inc. ~ STOCK PLAN 1305 NUJ 18th St., PORTLAND, OR. 97209 PLAN #22125 Phone: (503) 225-9161 ~ WORST CASE STUDS @ LIVING Fax: (503) 225-0933 ~ 2 X 6 STUDS @ 16" O/C OK DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Wall (with fixed base) database: Custom material: Lumber Studs Ke x Lb: 0.80 x 0.00= 0.00 (ft] Ke x Ld: 0.80 x 18.00= 14.40 [ft] lateral support: Top = Lb Bottom = Lb total length: 18.00 [ft] repetitive factor: applied where applicable. INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load ~ Distribute ~ Type ~ Magnitude ~ Location ~ Pattern ~ ~ Start End ~ Start End ~ Load 1 Axial Impact 0.17 (Eccentricity = 0.0 in) 2 Full UDL Wind 15.00 No Self-weight of members has NOT been included. **~**********************~~***************************************~***x* DESIGN SECTION: D.Fir-L, No.2, 2x6 @ 0 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 18.0 ft Reaction ~ 0.17 0.10 B.Length ~ I.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) ~~; Criteria ~ Analysis Value ~ Design Value ' Analysis/Design ~ ~' Shear fv @d = 29 Fv' - 152 fv/Fv' 0 .19 Bending(+} fb = 542 Fb' = 2093 fb/Fb' = 0 .26 ~~ Bending(-) fb = 964 Fb' = 2093 fb/Fb' = 0 .46 Axial fc = 20 Fc' = 468 fc/Fc' = 0. 04 Axial Bearing fg = 20 Fg' = 4040 fg/Fg' = 0 .00 Combined (axial compression + side load bending) Eq.3.9-3 = 0 .39 .~ .~.. Live Defl'n 0.43 = L/507 0 Total Defl'n 0.43 = L/507 0 Bending(+): Crit.LC#= 2 CD= 1.60 Bending(-): Crit.LC#= 2 CD= 1.60 Shear Crit.LC#= 2 CD= 1.60 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln_dead Axial Crit.LC#= 3 CD= 2.00 Combined Crit.LC#= 3 CD= 2.00 60 = L/360 0.71 90 = L/240 0.47 CL= 1.00 Cr= 1.15 CL= 1.00 Cr= 1.15 V@d= 0.16 + Defln_Live. Cp=0.164 (1 - fc/FcE) = 0.96 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. B E A M A N A L Y S I S v1.5 PREPARED BY: Client: Project Location: Date: Calculation By: Comment: BEAM AND LOAD DIAGRAM • R1 R2 Reaction Rl = 1,646.0 lbs. Reaction R2 = 1,646.0 lbs. Total load = 3,292.0 lbs. Dimensions: Clear span = 4.0 feet, no overhang. SHAKE ROOF No point loads. No triangular loads. Uniform beam weight= Uniform loads: U1 Deflection limit (live 4 lbs/lf (= 16 lbs. total). 819.0 lbs/lf at 0.0 feet to 4.0 feet load plus dead load): 1/360. BEAM TYPE WOOD: DFL-SINGE 6X #2 COMPUTED STRESS/S'T'RAIN DESIGN VAL. PROPERTIBS REQUIRED ACTUAL Shear (lbs} 1,646.0 FV 85.0 Area (Sq.In.} 29 29* Moment (ft-lbs) 1,646.0 FB 875.0 Sect.Modulus 23 26 Deflection (in) 0.13 E 1.30E6 Mom.Inertia 27 68 Actual Maximum Deflection = 0.05 inches. Maximum Deflection occurs at 2.0 feet. Maximum Moment occurs at 2.0 feet. Alan Mascord Design Associates, Inc {503) 225-9161 Portland, OR STOCR PLAN 22125 U1- MASTER WINDOW HDR 10-11-2001 A.C.M. 6 X 8 DF#2 HDR. OK MINIMUM BEAM SIZB (W x H): 5.500" by 5.281" MINIMUM BEAM AREA (Sq.In.): 29.05 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALY S I S v1.5 SHAKE ROOF PREPARED BY: Client: Project: Location: Date: Calculation By: Comment: Alan Mascord Design Associates, Inc (503) 225-9161 Portland, OR STOCK PLAN 22125 U2- BR #2 WINDOW HDR. 10-11-2001 A.C.M. 6 X 8 DF#2 HDR. OK BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 2,060.0 lbs. Reaction R2 = 2,060.0 lbs. Total load 4,120.0 lbs. Dimensions: Clear span = 5.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 5 lbs/lf (= 25 lbs. total). Uniform loads: U1 = 819.0 lbs/lf at 0.0 feet to 5.0 feet. Deflection limit (live load plus dead load): 1/360. BEAM TYPE WOOD: DFL-SINGE 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROP$RTIES REQUIRED ACTUAL Shear (lbs) 2,060.0 FV 85.0 Area (Sq.In.) 36 36* Moment (ft-lbs) 2,575.0 FB 875.0 Sect.Modulus 35 40 Deflection (in) 0.17 E 1.30E6 Mom.Inertia 53 132 Actual Maximum Deflection = 0 .07 inches. Maximum Deflection occurs at 2.5 feet. Maximum Moment occurs at 2.5 feet. MINIMUM BEAM SIZE (W x H) 5.500" by 6. 610" MINIMUM B EAM AREA (Sq.In.) 36.35 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS