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BLD-05-0381cn ~~ ~ S j Dc n~ s~~ ~ . Q N. ~o~ ~~~ N ~- ~ ~.~ N ~ j . V ~ n ~. ~~ ~ ••° ~ s N (~ fD n ~ fD ~~, ~~ ~~_ ~. <~~~ ~~~ y. ~~Q J Q K ~. N ~ - 0o n o~ o ~~ a ~~ -a n c ~' ~ °' c ~° n~ m c _Q. ~Q _O n m~ 0 cn D T~T 1 ,V n ^' l J ~ ~ a o_' a C Q. ~T V rn 3 z c m r Z c o~ N CD D w C0 0C C C Q a N ~ W Q D a a m m n ~ ~ v .~ z o ~ ~ D ~ r rn n r m ~ _I W C D 0 -~ Z m ~ O rp O ~ `C7 D D rn Z Z t7 ~ -~ Frorn:KNIGHTS INSULATION 2538752250 05/11/2006 14:46 #456 P.002/002 ~~ ~~ i Ir-~ s u l a t i c~ lr~ Insulation Certificate /Attic Card Saris and Blankets Thermal Performance (Attic Application) When instilled in accordance with the manufaUUrefs The slated Thermal resistance (R-value) is provided by installing in accordance with the manu(aUUer's instructions, the required number of bags recommenda0ons, Knauf baits and blankets will provide per 1,000 Sq.fl. of net area, of not Ie55 than the labeled minimum thickness. Failure to install both the required number of bags and at least the the fWl R-value. minimum Thickness will resWt in lower insulation R-value. R-Value* ' Minimurn'.Thiekness To Obtain An insulation resistance (R-Value) oh. Installed insulation shoWd no be less than: R-38HD 10.25" R-38HD 12.00" R-30HD 8.25' R-30 10.00" R-26 9.00" R-22 6.50" R-21 HD 5.50" R-49 -X35"'= -- R-15HD 3.50" R-13 3.50" R-11 3.50" R-8 2.50" ^R-18 in a 5.5" cavity. Conforms to ASTM C665 and Federal Specificabon HH-I-521F. Equipment Required "" R-Value' Ba /1:'000s .ft. M$xtrii"u'in`Covera a ,'MiriimumsWei hi !MinimtitilrTktickness To Obtain an insulation resistance (R-Value) of: The number of Dogs/1,(100 SF of net area should not be less Contents of This bag should not cover more Than: The weight/SF of installed insulation should not be less than: Installed iMUlation should not be less than: R-60 31.7 31.5 SF .952 LBS 19.75" R-50 25.8 38.7 SF .774 LBS 16.75" R-44 22.1 45.3 SF .663 LBS 14.75" R-38 t9.0 52.7 SF .569 LBS 13.00" R-30 14,4 69.7 SF .431 LBS 10.25" R-26 12.4 80.9 SF .371 LBS 9.00" R-22 10.4 95.8 SF .313 LBS 7.75" ---R~t;J -8:~ -~1~11-8-5~- -468-tBS 8:~5' R-13 6.1 164.3 SF .183 LBS 4.75" R-11 5.1 197.6 SF .152 LBS 4,00" Bag Weight -Nominal 30 lbs., Minimum 29 lbs. This produU comfotms to the performance requirements of ASTM C 7fi4, Type 1, and cancelled Federal Spedficatlan HH-140308, Type I, Class B. R-Values are detemtined in accordance with C 687 and C 518. °'R" means resistance Ie heal flow. The higher the R-value, the greater Bte insWadon power. To get the marked R-value, it is eseenlial that Ure insulation be installed properly. If you do it yourself, get ilufructlons and fdlow Them carefully. To achieve labeled R-value, this prodttU must be applied with a pneumatic bowing machine and a cartugated hose with a minimum .25' internal corttyation, a mnimum length of 150 ft. and a diameter of at least 3". Cats in the hose should no[ be less than 36" in diameter. Acceptable material seed rate is 5-35 Ibs.lminule. Recommended feed rate is 15-25 lbs./minute. Builders Insulation Statement Batts and/or blankets have been installed in conformance with the above recommendations to provide a Mermai resistance oL.. R Value: .Standard Attic Area R- R38 R-38 Slo ed Ceilin s R- R30 R-30 Walls R• R2t R-21 Floors over an unheated crawls ace' R• R30 R-30 Completed as of: Site Address: Burnett Estates Lot 5 14810 89th Ave SE Yelm 98597 Home Builder Signature: Home Builder Par Homes Inc. Address: PO Box 731931 Pu allu , WA 98373 Insulation Contractor: Kni hts Insulation, Inc P.O. Box 731613 Pu allu , WA 9837; Framing Adjustment To wmpensale for framing members, the number of bags per 1,000 sq. ft. of area to be insWated shoWd be as shown below. R=Vakie - ~ -Joist Dimentions BagSi9NSF t6"'O.C. Framing Bag3itAASF 24" O.Ci Framing 2x4 31.2 31.3 Rio 2x6 30.8 31.1 2x8 30.5 30.8 2x4 25.3 25.4 R-5o 2x6 25.0 25.2 2x8 24.6 25.0 2x4 21.5 21.7 R-~ 2x6 21.2 21.5 2x8 20.9 21.2 2x4 18.4 18.6 RJ8 2x6 18.1 18.4 2x8 17.8 18.2 2x4 13.8 14.0 R-~ 2x6 13.5 13.8 2x8 13.3 13.6 2x4 11.9 12.0 R-26 2X6 11.6 11.8 2x8 11.3 11.6 2x4 9.9 10.1 R-~ 2x6 9.7 9.9 2x8 9.7 9.7 2x4 8.5 8.6 R-19 2x6 8.2 8.4 2x8 7.9 8.2 2x4 5.6 5.8 R.t3 2x6 5.4 5.6 2x8 5.1 5.4 2x4 4.6 4.7 R-11 2x6 4.3 4.5 2x8 4.1 4.3 Frorn:KNIGHTS INSULATIOPI 2538752250 05/11/2006 14:46 #456 P.001/002 2'711(, ~8"' Placc sown Pnonc 2~; -87~-'902 f~enc. ~~':~ 9 8113 2--16 6 6 Fay _~_ -K7>-2'_~0 ih\IGlil`01111.15 FACSIn11LE TR:aNS~'tITTAL SHEET FR0~1: D.AT~.: ~~ie.iZ l ti ~ ~I ~~ RE: TOTAL PAGES: ~vrt ~tT~ ~~'~ ~ -7~ S ~ ^ URCiENT^ FOR RC~'IE~'^ PLEASE COn4f~11;N"f^ !'LL-ASF RFPL.l' ^ PLEASE RECY'C:'1_E ~i ~~ ins~.,IatGo.-~ CITY OF YELI~'I INSPECTION LOG PROJECT ~ S ~12 ~ 29 ~~ ~ ~~~' PER.'~91T'~li~9BER C9S- p ~ ADDRESS_ 1 `-I `~ 1 d ~?9 ~` ~ ~ SET B.4CtiS Date: Front Z2j' Reat ~j~ Side FIarJ:inc_ .~ Side FOOTI'~G \\'.~LL 16'• ~ s•, other ~ other required ~ ents_ a 7 FOOTIIGREB.~R Date: \~'.~LL REB.~R Date: ~nnimontc CO~IBI\ED FRa~iE/ E\TERIOR SIiE.aR \1'.~LL l\SPECT101 Hold do~~ns ~ ~hear'~'ailini; Frar.:e ~ Gas Pmpane~ ~ Plunrine ~ 'Mechanical _i ~°'^- Comments I~SL~L.aT10\' Comments ~ Gas = Elec;ric _ Other '~ Foam and Seal ~'at or har, ier = p~'..\ SIiEET ROC}C,'SHE.aR \\'.aLL ~.alL Comments OTI~ER Comments FI1'.~L, Se~~er F.r,al ~ Electrical ~i Civil Final Landscape Fir,~l =~ CcfO .address ~ Insulation ~ Site Drainace ~ c' _ _ ~de~~ alk Comments_ ~.~/.v/mod .~~.r~~ MITCHELL ENGINEERING INC. ~P~ ~ W~ Tt~L ~ ~H,-1 Fes- 2- 6T~Y H~~ ~~r~ c~TS 2~ ~v ~ LATreac. t~ ~3 __ ~..1,~ ~~,~. ~' ~` ~~ - ~~ ~vq~1~ ~ 2~~4 t~ ~ ~,~- a ~., ~ i~c~~:a~ se ~, ~R~:. `~'+3~ ~k7 tfE(2 i~R! f :. "rte r e....z--~~ ~ ~~~ fly' h'W ~v .'3 6 E~u~ ~ ~ ° ~:{~' ~y~'J' .~~~~6'~~ SSE {1s,% 'z,~-t f-• C r.-.~-a !l" ~ ~d~T one s s ~ ~. ~,. Jl~i-CT?E.td ~ ~ ~ r ;\~ a Fe 4 r,RiTCHELL o~iGT ~1~: I~ ~~~~, ~~~ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ,,~, .,_. X20 s rr __ ~ W PREPARED BY } PROJECT / SHEET NO. OF DATE / r~/ ~~ SUBJECT ~~ '' ~ ~ ~ ~ ~ ~ ~~~" JOB NO. `~ ~ ~`~~~ w~T .~ ~fi ~. ~Y~~ ~~~~~~ ~i~'d o ~~ --v- - ' - -` ~~ ~~ J ~~ ~ ~~~ ~ ~~ "~ ,+°~ f`---G.~i ~'1 ~~L %~~G .~ r ~~ i ,-sac.. j S f~ 1 ~~ ~ ~~~ - ~~.~ ~ ~~~ ~~ s I°c -4 `~ i~ I -~ 1 .-4~ C~ Id / I ~ P~+ / \I G ~"~! i ~~ ~- 4= ~~ ~ ~-= ~~~ a ~~ ~~ -~ ~ ~~ ,~ ~- ~ ~~~ ~ ~~ `'~ ~~ NI IXI !` `._J ~ fl ~~ ~-L ~ -- ' ^ -- `r' ~_i ~~=i I __~_-~ ~I -~ MITCHELL ENGINEERING INC . Uy-~-lam! ~ ~- ~~ - ~ ~ ~-~ ~ ~ ~~ s ~~-~ ~~~ PROJECT 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ~ S~=D-5 ~ ~ ~lal~r~ ~A~ ~~~ - ~= ~! ~ 2t ADS ~- ~ ~ ~ E.. , ~ ~~~~t~ ~ ~.~~~ C~F~~ - ~C~ ~ ~b~ ~- 3 ~ ~ ~ ~ - DR ~~ ~i~~ ~~ ~ ~~a PREPARED B /Y ~ I f ~~~ d ~~ DATE f ~ _ ,~ ~~ ~?~ :" SUBJECT ~~ SHEET NO. "~ OF JOB N MITCHELL ENGINEERING INC . ~. Vv~ll~ !~ ~~ Si ~/r- ~,~~ ~,1~4 3 6~ ~~ `~ ~l ~' ~`-l ~` = 510 gyp, ~ ~G ~ ~ C~ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ~~ ~~~ #~~1T ~'••~. __ __ T /~ ~ __ _ C~,c%~ , _, __ __ _. ~~~ `` .l I X ~~7~ _ ~2,,` ~~r5 ~ L/,~7n ~ 2 ~ Oi !~"7 ~ ~,T' ~ ~ 1. c PREPARED BY ~ PROJECT, DATE ~ ~~ ~~ SUBJECT, ~ 2y~s _ SHEET NO. ~ OF JOB NO. 7821 - 168th Ave. N.E. MITCHELL ENGINEERING INC • Redmond, WA 98052 (425)747-1500 ~~~~~~ ~~A-~ ~~ :. ~ ~~ - ~-~~ -~-~ v ~r 1~ 1= 21~~~= - 3~~- X9-3 __ _ __ __ _ _ _ _ __ PREPARED BY ~ PROJECT, DATE ~~ ~~ SUBJECT 1 ~~ ~~~ _ SHEET NO. ~ OF JOB NO. ~ f "~~ 5t-~~~i~ Y~I~LL SG~~DUL~ NAI L SPAGIN6 SHEAR WALL DESIGNATION NAIL SIZE ~~ STUDS TOP/BOTTOM pL,q~ BLOGKIN6 REQUIRED HEM-FIR ~1 M/FT. G2-4 bd 4" 4" 4" 0 250 PI-6 8d 6" 12" 6" YES 210 PI-4 8d 4" 12" 4" YES 310 PI-3 8d 3" 12" 3" YES 400 p2-3 8d 3" 12" 3" YES 800 5HFr4R`WALL NOTES: I. G2- 6'PP~.,~IJM WALLBOARD TWO SIDES. PI- 1/Ib A.PA. RATED PLYWOOD OR ORIENTATED STRAND BOARD (OSBa ON ONE SIDE OF WALL. P2- "i/I6 A.P.A. RATED PLYWOOD OR ORIENTATED STRAND BOARD (O.SBa ON EAGH SIDE OF WALL. 2. FOR PI-3 d P2-3 SHEAR WALLS USE 3x STUDS AT ADJOINING PANEL EDGES. , 3. NAILS SHALL BE 8d GOMMON (0.131" DIAMETEf~ 4. WHERE PLYWOOD IS 2 S1DE5 OF WALL, JOINTS SHALL FALL ON SEPERATE STUDS EAGH SIDE. 5. ALL PANEL EDGES BLOCKED WITH 2-INCH NOMINAL FRAMING FOR PI-6 d PI-4 SHEAR WALLS, PI-3 AND P~-3 SFiE,4R WALLS REQUIRE 3x FRAMING MEMBERS AT PANEL EDGES. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FOR PLYWOOD OR A.PA. RATED SHEATHING, GYPSUM SHEAR WALLS SHALL BE INSTALLED WITH THE SHEETS RUNNING HORIZONTALLY. SPACE NAILS ®12 INCHES ON CENTER ®INTERMEDIATE SUPPORTS. 6. 5/8" DIAMETER ANCHOR BOLTS SHALL BE 10 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. 3/4" DIAMETER ANCHOR BOLTS SHALL BE 12 INCHES LONG SPACED A MAXIMUM OF 24 INCHES ON CENTER. PLATE WASHERS ON ANCHOR BOLTS SHALL BE 2x2x3/I6" U.N.O. WASHERS TO BE GALVANIZED OR STAINLESS STEEL. 7. REFER TO PLANS AND SECTIONS FOR ANCHOR BOLT SIZES, SPACING, PLATES NAILING ETC. 8. AT PI-3 ~ P2-3 SHEAR WALLS AT ADJOINING PANEL EDGES AND MUD-51LL5 NAILING SFfALL BE STAGGERED PER FOOTNOTE (I) OF IBC TABLE 2306.4.1 a. WHERE PLYWOOD IS INSTALLED ON 80TH SIDES OF WALL PLYWOOD JOINTS SHALL FALL ON SEPERATE STUDS EACH SIDE ~~ STRUGTUR~L NOTES GODS DESIGN 15 IN ACCORDANCE WITH THE 2p03 INTERNATIONAL BUILDING GODS (I.E3.GJ/ INTERNATIONAL RESIDENTIAL CODE .(I.R.GJ AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIB LOADS LATERAL WIND------------------------EXPO~.~IJRE B; 85 MPH SEISMIC---_~___~~______~PE}Z DESIGN GATAGORY D (I.B.GJ PER DESIGN GATAGORY D2 (I.R.G~ ~OUNDATI ONS EXTEND FOOTI N65 TO FIRM UND t STUBBED 501 L, ~w~SUMED BEARI N6 GAPAG I TY OF 1500 PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF I'-b" SELOW ADJACENT EXTERIOR FINISHED GRADE. CAST-IN-PLAG~ CONCRETE F'~ = 3p00 PSI 0 28 DAYS. MINIMUM 5-I/2 SACKS OF CEMENT PER GUBIG YARD OF CONCRETE AND A MAXIMUM OF b-3/4 GALLONS OF WATER PER Q4o SACK OF CEMENT. ND SPECIAL INSPECTION REQUIRED. TOTAL AIR ENTRAINMENT SHALL NOT SE LE55 THAN 5 PERCENT OR MORE THAN 7 PERCENT. MAXIMUM SIZED A66REGATE5 IS I-I/2 INCHES. MAXIMUM SLUMP IS 4 INCHES. ALL REINFORGIN6 STEEL DOWELS, ANGFiOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TD POURING CONCRETE. ANCHOR BOLT'5 FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH "i INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER UNLE55 NOTED OTHERWISE ON THE PLAN5. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE P'LAGED WITHIN b INCHES OF .EACH END OF THE 51 LL PLATE. STRUCTURAL TIMBER ALL GRADE5 SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE GUT N5 UNDE-R ALL NUTS AND BOLTS BEARING AGAIN5T WOOD. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRE55URE TREATED PER PRE~~ER1(ATIVE TREATMENT NOTE. FPSiENB?5 INSTALLED IN PRESERVATIVE TREATID WOOD SH,4LL BE HOT-DIPPED GALVANIZED PErZ LR.G•. SECTION R31Q.3. NAILING SHALL CONFORM WITH I.R.G. TABLE 8602.3(1) +R 8802.10 OR I.B.G. TABLE 2304.9.1 ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2X STUD5 HEM-FIR #2 ----- --- Fb =850 PSI 2X FLOOR 4 ROOF JOIST HEM-FIR #2---------- --- Fb = 850 P51 4X BEAMS DOUG-FIR/L.ARGH ~2------- -----Fb = 8?5 P51 bX BEAMS DOUG-FIR/L.ARGH ~1 -- Fb =850 P51 COLUMNS DOUG-FIR/LARGH #2-- -----Fb = 8'75 P51 LUMBER NOT NOTED DOUG-FIR/LARGH ~2--- Fb =850 PSI M15GELLANEOUS HANGER5 TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS SHALL BE FASTEI~D TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-30'f. ANGFIOR BOLTS INTO CONCRETE SHALL BE 5/8 INCH DIAMETER WITH ~ INCHES OF EMBEDMENT INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH I.B.G. SCHEDULE. ibd COMMON NAIL DIAMETER ( 0.162 INCH ). LAMINATED STUDS SHALL BE NAILED W/ (2) ROWS Ibd COMMON NAILS o b" O.G. 1=LOOR SHEAT+~ING 51-~ATHIN6 SHALL BE 3/4 INCH TONGUE 3 GROOVE, A.P.A. RATED SHEATHING. SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH IOd COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES ~ 10 INCHES ON GEI~ITER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATH I N6 SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. , J~ ROOF 5HE?~TH I NG SHEATHING SHALL BE ~/Ib" A.PA. RATED SHEAT#~ING. SPAN RATING 32/16, INSTALLI=D WITH LONG DIMENSION AGROSS SUPPORTS. PANEL END JOINTS SHALL OGGUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INGHES ON GENTER AND 10 INGHES ON GENTER AT INTERMEDIATE 5UPPORTS. YVP~LL SHEATH I NG SHEATHING SHALL 13E 'i/ib' APA. RATED SFEATI~ING. SPAN RATING 24/O. PANEL END .JOINTS SHALL OGC~UR AT SUPPORTS. NAIL PANF1. EDGES WITH 8d NAILS AT 4 I NGHES ON GENTER AND I O I NGHES ON GENTER AT INT'ERNtEDIATE SUPPORTS UNLE55 NOTED OTHERWISE ON THE DRAWINGS. PRE-M,4NUF,4GTURED ROOF TRUSSES 'rRU55E-5 SHALL BE PLANT FABRIGATJ7~ OF DOUGLAS-FIWLl4RGH OR HEM-FIR. TWJ~.~S MAt~1FAGTURER SHALL SUBMIT SHOP DRAWINc55 AND GALGUL.ATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUGTURAI_ ENGINEER. SUBMIT TRUSS SHOP DRAWINGS TO MITCHELL ENGINEERING FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES. SPEGI,4L CONDITIONS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISGREPANGIES SHALL 13E REPORTED TO THE ARCHITECT ,OR ENGINEER. THE GONTRAC.TOR SHALL PROVIDE ADEQUATE 5HORIN6 AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENIN65 HAVE BEEN INSTALLED. THE CONTRACTOR SHAl1. VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOOR, ROOF AND WALLS WITH ALL THE APPROPRIATE DRAWINGS. THE CONTRACTOR SHALL COORDINATE WITH THE 13UILDIN6 DEPARTMENT FOR ALL BLDG. DEPT. REQUIRED INSPECTIONS. DO NOT SCALE THE DRAWIN65. THE 17ETAI15 SHOWN ARE TYPICAL AND 5HALL 13E USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. ~+~1 {~= -~ -'ivy ~cr~l~s;, ~- COa~ v~vlp5~ ~~ ~C~ ., ~l-eGt~l~ {~/O FRAMING 4 FOUNDATION L DIMENSION fiP' SHEAR WALL PER PLAN b SCHEDULE FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN Z -FLASHING WOOD TRIM OPTIONAL 8~IMINAWOOD TD GRA AE E (I) #4 BAR CONT. MAX 6° 11 ~. BELOW TOP OF FND. WALL : ~~~ X L:~ STORM DRAIN ~ ~' 11 p ~ IF REQUIRED` ~ 3" GLR., ~ 4" DIA. PERF. - FOUNDATION DRAIN 2x STUDS PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN 4" GONG. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL . ~ a n .. . ... •, w44/...L. /"., sT y.J :lti \, 's, w~.?'iF .'~~^l~~Y~ .. , _.. ...r __. .... .. ~~/~ ~ 'III. ~ ~~ ~~\ ~ \ ~ ~ •.II.. \ .~~. .. I . ~t LI~ a ~ • ~ .~ •. ,4. .~ U 4.. L 8 ~~ 4.. \\/~\\/ ~~ /G:L \~\~~\~ #4 BAR VERTICAL ®16y-@'t~ ~ HORIZONTAL ®.~6=U,G.2~ (2) #4 BAR CONTINUOUS SCALE I" = i'-O" 8 " C~~i~~G~ ~1~D . Y~I~LL ~~T~.1 +k CAD Details /MITCHELL /Slab on Grade / J. 8 inch garage fnd ~,;• 1 SHEAR WALL PER PLAN ~ SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Ibd ®4" O.G. Z -FLASHING WOOD TRIM- DPTI DNAL 8" MI Ibd TOE-NAIL ® 6" D.G. 2X STUDS PER PLAN GATT INSULATION PER PLAN GATT INSULATION PER PLAN 3/4" T. ~ G. PLYWOOD SUBFLODR GLUED d NAILED X dJ '~t 4" D I A. PERF. FOUNDATION DRAIN L 4" L 8" L 4" L ~~~Tr~ ~2 SCALE : I " = I'-O" f CAD Details /MITCHELL /Crawl Space / B. 8 inch fnd wall ~~ ~~ #4 BAR CONTINUOUS x DIMENSION SHEAR WALL PER PLAN ~ SCHEDULE FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN I6d ®4" O.G. Z -FLASHING WOOD TRIM OPTIONAL Ibd TOE-NAIL ~ 6" O.G. 8" MIN. (1) #4 BAR GONT - . ~° I.t., ~. e MAX. b" BELOW L f . ~ ~~ MUDSILL / A. BOLTS TOP OF FND WALL ~ I ~ µ ~ = •~ PER FOUNDATION PLAN Z ;, III ~ ~ L STORM ~\/~~ ~ ... 24 ~t- _ _ 4v DRAIN ~\i~ ... 4 HOR ZONTRAL ®i+b"-O"G214~~ ~ `t O m~m IF REQUIRED\\~\\ ...II... . \ /\~\ .. b MIL. BLACK V. B. . 3" GLR. 4" D I A. PERF. FOUNDATION DRAIN PER LAN #4 BAR CONTINUOUS SCALE I" = I'-O" ~ ..II .. ~ .~ ~ .. .. ~ ..~ ...H° _ • . _ ~ ' ' ~ ~f ~~~~ 8" ~1~1I~ . ~I~LL ~~~~r~~ CAD Details /MITCHELL /Crawl Space / D. 8 inch fnd wall -parallel 2X STUDS PER PLAN BATT INSULATION PER PLAN BAIT INSULATION PER PLAN 3/4" T. ~ G. PLYWOOD SUBFLOOR GLUED d NAILED . 1 r~ FRAMING ffi FOUNDATION D I MEN51 ON k ~X STUDS PER PLAN GATT INSULATION PER PLAN BAIT INSULATION PER PLAN 3/4" T. ~ G. PLYWOOD SUBFLDOR GLUED ~ NAILED FLR. J5T5. PER PLAN 16d TOE-I ~ 6" O.G: MUDSILL / A. BOLTS X PER FOUNDATION PLAN ~ ~ ~ ~~ #4 BAR VERTICAL ~ ~~ $ HORIZONTAL ~ 1'~"-ff'G.-_ ' SHEAR WALL PER PLAN ~ SCHEDULE Ibd ~ 4" O.G. INSTALL 5/S" TYPE 'X' G.W.B. ~i ~ ~ 3c~G~~ c. n~ Z W ~I ~ ~ 4" GONG. SLAB - > OVER 6 MIL. BLAGK V.B. ~- OVER 4" GRANULAR FILL . G I -: .. ~.? ~ ,(U #4 BAR CONT. '.' it . ~ \/~ 6 MIL. BLAGK V. B. , , ~ .~ II- ~ . ~~j c0 „ - I I . • - 3" GLR. %, // ~ . \~ ~ 4" 8" L 4" L ~-~~- MAX. 6" BELOW TOP OF FND WALL \~/i~~ #4 BAR GONTI NUOUS SCALE I" = I'-O" 8" ~1~1I7. Y~~L~ C~? G~i~~C~~ Lam- G I ~,,~~ -- l ~j ~~~~~ CAD Details /MITCHELL /Crawl Space / I. 8 inch fnd wall @ garage ~,:~. DOUBLE TOP ------- PLATE EXTEND BEAM TO END 8d NAILS ~ -------- OF SHEAR PANEL 3" O.G. TO -f-----'T~ EACH TOP PL ~ I I ~ ' I I 3 ROWS Sd ~ 3" O.G. _ I I' ' ' PLYWOOD TO BEAM I I ' I I ' 8d ~ 3'' O.G. i I 3x STUDS SHEAR WALL PER PLAN 8 SCHEDULE ~ ~/I6" PLYWOOD/ O.S.B. . I I • (ONE SOLID PANEL ) SI MPSON STHD 14 HOEDOWN w/ (32) ' I I I ~ 3~~ TREATED PLATE w/ Ibd NAILS . I j . ~ C1,~ 3/4"x12" ANCHOR BOLTS . ~ u . I I. 1 1 n 'ii ~~ ~d ii ~•n 11 i ai It~n. I1~ u_+~II ii. I ~ i il ' ~~ II ' f . I . I t I 11• ~IF u. n')IF u v 1 11. 4 8" THICK i.l II ._U. 11 .II U II. *I ~'~ :11 ~~ II' II ~ I! .I I 'I 11 a ~~ V _ ~.~ /~ V R I A # ~ ~ ~ II ~~~ II.' „ ~..IIa (4) T C 4 E L F STEM WALL ~ II II. II' 1r II . 1 ..a . • 77 • S.O.G. II . II .'ll ~ •IV' ? #4 ~ 10" O.G. u • il' ~, 1~ . II II . ~C. ~ n u u;~ II' • ~ ~ 11 ~I' ~ ~ ~ . ~ .d .. , ar HORIZONTAL . It 11 .~. ~ 'I• .. II ~ 'a ~. u . u 11' --~_ ~°`--jl 1r . u: n'. . n n a . 11.• 11 . . 11 ~ II ~ IIQ• II ~..Jl ~ y ._ ..y . •1~==g .. . 6 . ,; .. _ SCALE I/2" = I'-O" SHE,4R P,4N~L ~ GAR~4GE ~GTi.~-l ~ 5 CAD Details /MITCHELL /Lateral Restraint / D. lateral restraint panel ~ r'~ ~. 5}-FEAR WALL PER PLAN ~ SCHEDULE B,4TT INSULATION PER PLAN B/4" T.8 G. PLYWOOD SUBFLOOR GLUED 8 NAILED LAP .101ST 6" ~ ~_ d ~1a~ ~ ~ ~ ~~ LgX~tXl1 (~LLG/'1I YV/ RAM ~Ntd bd TO I LS I N COLUMN P. T. POST PER PLAN 6 MIL. BLACK 1(. B. ~*- #4 BAR CONTINUOUS SCALE I" = I'-O" GO~1T11~1000S ~OOTII~IG ~cTi,~:..1 ~co CAD Details /MITCHELL /Crawl Space / Y. continuous footing , ~~ SHEAR WALL PER PLAN $ SCHEDULE ~ Z to J FLOOR JOISTS ~ PER PLAN ~ Ul -- - H' l~ _ SIMPSON HOEDOWN Z PER PLAN w/ ALL ~ NAIL HOLES FILLED 1L w/ Ibd COMMON NAILS ~ ®~ OF EACH S?UD F- N DOUBLE STUD ® ~:1 ~,~ ~ HOEDOWN (MST) SINGLE STUD ~ HOEDOWN (GS) - NO SCALE 1~l~L.L TO ~LOOi~ - ~Ti~'~~' ~i~31 ~1 CAD Details /MITCHELL /Wall to Wall / M. wall to floor -strap ,/, SHEAR WALL PER PLAN f SCHEDULE FL g; PE LATERP~L DETAIL ~~ SIMPSON HOEDOWN PER PLAN w/ ALL NAIL HOLES FILLED w/ 16d COMMON NAILS ~ c~ OF EACH STUD NO SCALE CAD Details /MITCHELL /Wall to Wall / N. wall to beam -strap `/rn . ~i~ ~~ SHEAR WALL PER PLAN - I bd ~ 4" O.G. 2x FLR .1ST Ibd TOE-NAIL PER PLAN C~ 4 O.G . '~"~ ~~~ ~ SHEAR WALL .-. PER PLAN ~~ ~~G J ~~ SGALE I" = I'-O" 5HE?~R TRf~NSFER ~r~ ~ ~ ~~ 1~~N ~4~~ :~ i ~ ~ ~ ~ ~a~ ~~ ~ ~ ~.~ ~ 7 ~ ~~ CAD Details /MITCHELL /Wall to Wall / A. shear wall floor ~~*~, Sd NAIL ~ 4" O.G. 2x BLOCKING PLYWD FLOOR SHEATHING (4) Ibd TOE NAIL / L-2x FLOOR JOISTS PER EACH BLOCK SHEAR WALL PER PLAN ~ j~ ~ ~ ~ (,~t~ 8 SCHEDULE NO SCALE ~ ~~~ L,~T~i~~L D~T~ L CAD Details /MITCHELL / Floor to Wall / A. shear floor to wall - perp ~~ SHEAR PER PI 16d ~ Sd ~ ,4 Ibd TOE-i` O 6" O.G. SHEAF PEF SGALE I " = I'-O" 5~~~~ Ti~~~ls~~i~ CAD Details /MITCHELL /Wall to Wall / H. shear wall floor -par ~~ e A ~/I6" PLYWOOD SHEATHING BAIT 11~15ULATION NAILED w/ 8d NAILS ~ 4" O.G. PER PLAN ff SUPPORTED PANEL EDGES ROOFING MATERIAL PER TRU55 ELEVATION OVER BUILDING PER PLAN PAPER ~ SHEATHING EXTEND i~" ABOVE INSULATION WITH I I/~" CLEAR AIRSPACE VENTED ~X BLOCKING W/ (3) 2" DIA HOLES PER ~4" O.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD ............................................ .............. ............... PER PLAN 5" CONTINUOUS A35 ~ 24 O.G. (BIRD METAL GUTTER BLOCKING TO TOP PLATE) 8d NAILS 4" O.G. (SHTG TO BIRDBLOGKING) SIMPSON HI CLIP ~ EACH TRUSS OVERHANG - PER PLAN $ATT INSULATION PER PLAN FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN SHEAR WALL PER PLAN SCALE I" = I'-O" ~L~T G~ I ~. 11~1G ~ ~~~~ '~1 ~ ~2 CAD Details /MITCHELL /Roof / A. flat ceiling ~~ x/16" PLYWOOD SHEATHING BATT INSULATION NAILED w/ 8d NAILS ~ 4" O.G. PER PLAN 8 SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER 8 SHEATH I NG EXTEND 12" ABOVE INSULATION WITH I I/2" CLEAR AIRSPACE VENTED 2X BLOCKING W/ (3) 2" D I A HOLES PER 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASG I A BOARD SG I SSOR TRUSS PER PLAN PER PLAN 5" CONTINUOUS A34 ®24 D.G. (BIRD ' METAL GUTTER TO TOP PLATE) BLOCKING 8d NAILS 4" O.G. (SHTG TO BIRDBLOGKING) SIMPSON HI CLIP ~ EACH TRUSS OVERHANG PER PLAN BATT INSULATION PER PLAN FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN SHEAR WALL PER PLAN SCALE I " = I'-O" SL.Oi~~D G~ I L I i~G ~ ~~~~ ~~~~ ~i~ CAD Details /MITCHELL /Roof / C. scissor truss ~~. PLYWOOD ROOF / Sd ~ 4" O.G. /TRUSS SHEATHING ~ x/16" PLYWOOD SHEATHING ON GABLE TRU55. NAILED W/ 8d NA1L5 ®4" O.G. W/ ALL EDGES BLOCKED ~ Ibd TOE NAILS m 6" O.G. GABLE END WALL RAKE WALL. FULL HEIGHT STUDS ~ IF GABLE END TRU55 IS DESIGNED FOR LATERAL FORGE OF 3500#, PLYWOOD DOES NOT NEED TO EXTEND UP GABLE END L.~T~R~L D~T~ I L. SIMPSON A35 ~ 24" O.G. SHEAR WALL PER PLAN ~ SCHEDULE ~~, NOT TO SCALE CAD Details /MITCHELL /Roof / I. shear transfer -roof to ext wall ~~~ MITCHELL ENGINEERING INC . ~i d~~ ~'~ 7821 - 168th Ave. N.E. Redmond, WA 9805 (425)747-1500 G--~ ~ ~ ~ i i~'(w~ l~~ ~' ~~r~1~~-1~r ~~~~ ~~ PREPARED BY r ! r ~ PROJECT .. r' `~ SHEET NO. ~OF ~ ~ DATE ~ `'' ~~ SUBJECT _ JnB Nn. ~^~~~ BEAM CALCULATIONS FOR PLAN M2965A3FT-0 TO BE BUILT IN ~~IULTIPLE LOTS YELM ,WASHINGTON FOR PAR HOMES, INC. LOADING Roof 15 PSF Dead Load + 2~ PSF Live Load = 40 PSF Floor 10 PSF Dead Load + 40 PSF Live Load = 50 PSF Ceiling 5 PSF Dead Load + 10 PSF Live Load = 15 PSF Deck 5 PSF Dead Load + 60 PSF Live Load = 65 PSF Interior wall = 07 PSF Exterior wall = 10 PSF DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/360 Total Load 1 ~i 1 / ~~ "~ NOTE: This stamp applies to the members and assemblies described in these calculations only. And is only valid if it has a wet stamp. Architects Northwest Job No. 05U~~7 ~w.. ~ ,.~---~-.. ~ ~ s ~ . i ~ ~ ARCHITECTS NORTHWEST, Inc. 18915 142"`~ Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsN W.com 5%"xQ" G.L.B. 24F-V4 O6 05 Sie"x12" G.L.B. 24F-V4 DROPPE i ~' o~ 5%b"x12' 6.L.B. 24F-V4 DROPPED 5%b"x 16~" G.L.B. 24F-V4 DROPPED 07 n ~I II 6'x12" G L.B. 24F-V4 DROPPED _-__ O~ __-__-__- 02 6x12 DF+2 DROPPED F -- 'W ~ J a~~~ ~~~W o. ~ ~ i lao Di:~o aim ~d• IpJ ~ry=0 ,nZ z ~o v im I~~ I ,:~------:~, -----~'--T--~ 10 f---~bxl2 DFK2 TOP I I I ~ I ~f 9'-II" A M.F. 10 6x12 DF•2 TOP m 9'-II" AM F. GANT'L 3'-O" ®ONE END UPPER FLOOR B~~rM KAY 04 5%b"x12" G.L.B. 24F-V4 DROPPED _-__ ~ `~ ~= 6x12 DFr2 ~~ ~ ~~~' 1 ~~ .T ~ ~i '!'~ --~-! t--- -- ~ -- i ~ I ~ ~ ~ ~~ j ,;a'o ~ ~ rt ; ~,i ~ ~ ~~ i ~ , :~ T~---~'~/ ~~ ~ i io ~ i ~o ~ ' 6x12 DFr2 TOP • _ _ _ 6x12 DFr2 9'-O" LONG 9'-il" A.M.F. GANT'L ' TOP 18'-~" A.U.F. BEAMS 3 -O" 09 ~ i~00~ B~~M KAY SCALE: I/8" I'-O" Uniformly Loaded Floor Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:12 PM Protect: M2965A3FT-0 -Location: 01. BEAM BETWEEN DINING AND LIVING ROOM Summary: 5.125 IN x 12.0 IN x 12.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 52.6% Controlling Factor: Moment of Inertia /Depth Required 10.42 In Deflections: Dead Load: DLD= 0.05 Live Load: LLD= 0.20 Total Load: TLD= 0.25 Reactions (Each End): Live Load: LL-Rxn= 3360 Dead Load: DL-Rxn= 930 Total Load: TL-Rxn= 4290 Bearing Length Required (Beam only, support capacity not checked): BL= 1.29 Camber Regd.: C= 0.08 Beam Data: Span: L= 12.0 Unbraced Length-Top of Beam: Lu= 1.0 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 8.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 6.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 560 Beam Self Weight: BSW= 15 Beam Total Dead Load: wD= 155 Total Maximum Load: wT= 715 Properties For: 24F-V4- Visually Graded Westem Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Ev= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= 1600000 650 1850 IN IN = L/732 IN = L/574 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PS I PSI PS I PSI PSI PS I 2397 PSI 240 PSI 12869 FT-LB 3603 LB Sreq= 64.43 IN3 S= 123.00 IN3 Areq= 22.52 IN2 A= 61.50 IN2 Ireq= 483.76 IN4 1= 738.00 IN4 Uniformly Loaded Floor Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:13 PM Project: M2965A3FT-0 -Location: 02. BEAM BETWEEN FOYER AND LIVING ROOM Summary: 5.5 IN x 11.25 IN x 9.0 FT / #2 -Douglas Fir-Larch - DrV Use Section Adequate By: 35.7% Controlling Factor: Section Modulus /Depth Required 9.66 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.08 IN = L/1293 Total Load: TLD= 0.11 IN = L/1009 Reactions (Each End): Live Load: LL-Rxn= 2160 LB Dead Load: DL-Rxn= 608 LB Total Load: TL-Rxn= 2768 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.81 IN Beam Data: Span: L= 9.0 FT Unbraced Length-Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 480 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 135 PLF Total Maximum Load: wT= 615 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 874 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6227 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2214 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 85.48 IN3 S= 116.02 IN3 Area (Shear): Areq= 19.54 IN2 A= 61.88 IN2 Moment of Inertia (Deflection): Ireq= 242.21 IN4 1= 652.59 IN4 Uniformly Loaded Floor Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:14 PM Project: M2965A3FT-0 -Location: 03. BEAM BETWEEN STAIR AND LIVING ROOM Summary: 5.125 IN x 9.0 IN x 8.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 90.1% Controlling Factor: Moment of Inertia /Depth Required 7.27 In Deflections: Dead Load: DLD= 0.03 Live Load: LLD= 0.11 Total Load: TLD= 0.13 Reactions (Each End): Live Load: LL-Rxn= 2560 Dead Load: DL-Rxn= 685 Total Load: TL-Rxn= 3245 Bearing Length Required (Beam only, support capacity not checked): BL= 0.97 Camber Regd.: C= 0.04 Beam Data: Span: L= 8.0 Unbraced Length-Top of Beam: Lu= 1.0 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 8.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 8.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 640 Beam Self Weight: BSW= 11 Beam Total Dead Load: wD= 171 Total Maximum Load: wT= 811 Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Ey= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= 1600000 650 1850 IN IN = L/912 IN = L/720 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 2398 PSI 240 PSI 6490 FT-LB 2661 LB Sreq= 32.48 IN3 S= 69.19 IN3 Areq= 16.63 IN2 A= 46.13 IN2 Ireq= 163.81 IN4 1= 311.34 IN4 Uniformly Loaded Floor Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005 : 4:49:15 PM Protect: M2965A3FT-0 -Location: 04. BEAM BETWEEN STAIR AND NOOK Summary: 5.125 IN x 12.0 IN x 13.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 110.0% Controlling Factor: Moment of Inertia /Depth Required 9.37 In Deflections: Dead Load: DLD= 0.05 Live Load: LLD= 0.15 Total Load: TLD= 0.20 Reactions (Each End): Live Load: LL-Rxn= 2080 Dead Load: DL-Rxn= 617 Total Load: TL-Rxn= 2697 Bearing Length Required (Beam only, support capacity not checked): BL= 0.81 Camber Regd.: C= 0.07 Beam Data: Span: L= 13.0 Unbraced Length-Top of Beam: Lu= 0.0 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 8.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 0.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 320 Beam Self Weight: BSW= 15 Beam Total Dead Load: wD= 95 Total Maximum Load: wT= 415 Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Fv': Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= 1600000 650 1850 IN IN = L/1008 IN = L/777 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PS I PSI PSI PS I PS I 2400 PSI 240 PSI 8766 FT-LB 2320 LB Sreq= 43.83 IN3 S= 123.00 IN3 Areq= 14.50 IN2 A= 61.50 IN2 Ireq= 351.46 IN4 1= 738.00 IN4 Uniformly Loaded Floor Beam( 2003 International Residential Code (01 NDS)) Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:16 PM Project: M2965A3FT-0 -Location: 05. BEAMS OVER BACK OF GARAGE Summary: 5.125 IN x 12.0 IN x 12.0 FT / 16F-V1 -Visually Graded Western Species -Dry Use Section Adequate By: 66.1% Controlling Factor: Moment of Inertia /Depth Required 10.13 In Deflections: Dead Load: DLD= 0.05 Live Load: LLD= 0.18 Total Load: TLD= 0.23 Reactions (Each End): Live Load: LL-Rxn= 2400 Dead Load: DL-Rxn= 690 Total Load: TL-Rxn= 3090 Bearing Length Required (Beam only, support capacity not checked): BL= 1.08 Camber Regd.: C= 0.08 Beam Data: Span: L= 12.0 Unbraced Length-Top of Beam: Lu= 1.33 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 4.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 6.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 400 Beam Self Weight: BSW= 15 Beam Total Dead Load: wD= 115 Total Maximum Load: wT= 515 Properties For: 16F-V1-Visually Graded Western Species Bending Stress: Fb= 1600 Shear Stress: Fv= 175 Modulus of Elasticity: Ex= 1400000 Ev= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= 1100000 560 1050 IN IN = L/797 IN = L/619 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PS I PSI PSI PSI PS I PSI 1598 PSI 175 PSI 9269 FT-LB 2595 LB Sreq= 69.62 IN3 S= 123.00 IN3 Areq= 22.25 IN2 A= 61.50 IN2 Ireq= 444.27 IN4 1= 738.00 IN4 Uniformly Loaded Floor Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:16 PM Project: M2965A3FT-0 -Location: 06. FAMILY ROOM WINDOW HEADER Summary: 5.125 IN x 9.0 IN x 10.5 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 45.7% Controlling Factor: Moment of Inertia /Depth Required 7.94 In Deflections: Dead Load: DLD= 0.08 Live Load: LLD= 0.16 Total Load: TLD= 0.24 Reactions (Each End): Live Load: LL-Rxn= 1680 Dead Load: DL-Rxn= 904 Total Load: TL-Rxn= 2584 Bearing Length Required (Beam only, support capacity not checked): BL= 0.78 Camber Regd.: C= 0.13 Beam Data: Span: L= 10.5 Unbraced Length-Top of Beam: Lu= 1.0 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 8.0 Floor Live Load-Side Two: LL2= 0.0 Floor Dead Load-Side Two: DL2= 0.0 Tributary Width-Side Two: TW2= 0.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 81 Beam Loading: Beam Total Live Load: wL= 320 Beam Self Weight: BSW= 11 Beam Total Dead Load: wD= 172 Total Maximum Load: wT= 492 Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= 1600000 650 1850 IN IN = L/807 IN = L/525 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 2398 PSI 240 PSI 6783 FT-LB 2222 LB Sreq= 33.95 IN3 S= 69.19 IN3 Areq= 13.89 IN2 A= 46.13 IN2 Ireq= 213.64 IN4 1= 311.34 IN4 Uniformly Loaded Floor Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005 :4:49:17 PM Project: M2965A3FT-0 -Location: 07. CENTER BEAM OVER GARAGE Summary: 125 IN x 16.5 IN x 20.0 FT / 24F-V4 -Visually Graded Western Species - Drv Use 5 . Section Adequate By: 19.9% Controlling Factor: Moment of Inertia /Depth Requi red 15.53 In Deflections: DLD= 0.13 Dead Load: LLD= 0.42 Live Load: TLD= 0.54 Total Load: Reactions (Each End): LL-Rxn= 4000 Live Load: Dead Load: DL-Rxn= 1206 Total Load: TL-Rxn= 5206 Bearing Length Required (Beam only, support capacity not checked): BL= 1.56 Camber Regd.: C= 0.19 Beam Data: L= 20.0 Span: Unbraced Length-Top of Beam: Lu= 1.33 Live Load Deflect. Criteria: L/ L/ 480 360 Total Load Deflect. Criteria: CAF= 1 5 Camber Adjustment Factor: . Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 4.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 6.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: wL= 400 Beam Total Live Load: BSW= 21 Beam Self Weight: wD= 121 Beam Total Dead Load: wT= 521 Total Maximum Load: Properties For: 24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= Ex= 240 1800000 Modulus of Elasticity: - 1600000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.97 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 10.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ey- FC perp= Fb_cpr= Fb'= Fv'= M= V= 650 1850 IN IN = L/576 I N = L/442 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PS I PSI PSI PSI PSI PSI 2336 PSI 240 PSI 26028 FT-LB 4581 LB Sreq= 133.70 IN3 S= 232.55 IN3 Areq= 28.63 IN2 A= 84.56 IN2 Ireq= 1599.74 IN4 1= 1918.51 IN4 Uniformly Loaded Floor Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005 :4:49:17 PM Protect: M2965A3FT-0 -Location: 08. LARAGE GARAGE DOOR HEADER Summary: 125 IN x 12.0 IN x 16.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use 5 . Section Adequate By: 21.7% Controlling Factor: Moment of Inertia /Depth Requ ired 11.24 In Deflections: DLD= 17 0 Dead Load: LLD= . 27 0 Live Load: TLD= . 44 0 Total Load: . Reactions (Each End): LL-Rxn= 1920 Live Load: Dead Load: DL-Rxn= 1240 Total Load: TL-Rxn= 3160 Bearing Length Required (Beam only, support capacity not checked): BL= 0.95 Camber Regd.: C= 0.26 Beam Data: L= 16 0 Span: Unbraced Length-Top of Beam: Lu= . 1.33 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 6.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 0.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 80 Beam Loading: Beam Total Live Load: wL= 240 Beam Self Weight: BSW= 15 Beam Total Dead Load: wD= 155 Total Maximum Load: wT= 395 Properties For: 24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Fv': Adiustrnent Factors: Cd=1.00 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ev- Fc perp= Fb_cpr= Fb'= Fv'= M= V= 1600000 650 1850 IN I N = L/721 I N = L/438 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PS I PSI PSI 2396 PSI 240 PSI 12638 FT-LB 2780 LB Sreq= 63.30 IN3 S= 123.00 IN3 Areq= 17.38 IN2 A= 61.50 IN2 Ireq= 606.54 IN4 1= 738.00 IN4 Roof Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:19 PM Project: M2965A3FT-0 -Location: 09. BEAM SUPPORTING TOWER Summary: 5.5 IN x 11.25 IN x 9.0 FT / #2 -Douglas Fir-Larch - Drv Use Section Adequate By: 177.7% Controlling Factor: Section Modulus /Depth Required 6.75 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Lad'1= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD ad'1= Total Uniform Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 C1=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.5 ft from left support Critical moment created by combining all dead and live toads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.03 I N 0.03 I N = L/4138 0.06 1 N = L/ 1796 675 LB 880 LB 1555 LB 0.45 I N 9.0 FT 1.33 FT 6 :12 360 360 25.0 PSF 15.0 PSF 4.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 80 PLF 15 PLF 9.0 FT 150 PLF 196 PLF 346 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1005 PSI 196 PSI M= 3500 FT-LB V= 1244 LB Sreq= 41.78 IN3 S= 116.02 IN3 Areq= 9.55 IN2 A= 61.88 IN2 Ireq= 130.82 IN4 1= 652.59 IN4 Roof Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:49:21 PM Project: M2965A3FT-0 -Location: 10. BEAMS SUPPORTING ENTRY ROOF Summary: 5.5 IN x 11.25 IN x 8.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 357.0% Controlling Factor: Section Modulus /Depth Required 5.36 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.01 IN 0.02 I N = L/5892 0.03 IN = L/3327 600 LB 463 LB 1063 LB 0.31 IN 8.0 FT 2.0 FT 6 :12 360 360 25.0 PSF 15.0 PSF 4.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 15 PLF 8.0 FT 150 PLF 116 PLF 266 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1005 PSI 196 PSI M= 2125 FT-LB V= 829 LB Sreq= 25.39 IN3 S= 116.02 IN3 Areq= 6.36 IN2 A= 61.88 IN2 Ireq= 70.61 IN4 1= 652.59 IN4 Roof Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 10-10- 2005:4:49:22 PM Project: M2965A3FT-0 -Location: 11. MASTER BEDROOM WINDOW HEADER Summary: 5.5 IN x 11.5 IN x 6.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 121.6% Controlling Factor: Section Modulus /Depth Required 7.73 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= TributaN Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.01 IN 0.02 IN = L/3730 0.03 I N = L/2199 1800 LB 1254 LB 3054 LB 0.89 IN 6.0 FT 2.0 FT 6 :12 360 360 25.0 PSF 15.0 PSF 22.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 15 PLF 6.0 FT 600 PLF 418 PLF 1018 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1005 PSI 196 PSI M= 4580 FT-LB V= 2138 LB Sreq= 54.72 IN3 S= 121.23 IN3 Areq= 16.40 IN2 A= 63.25 IN2 Ireq= 114.14 IN4 1= 697.07 IN4 City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: PAR Homes Address: 10749 South A St. Property Information: Site Address: 14810 89th Ave. SE Assessor Parcel No. 37830000500 Contras#or information: Name: PAR Homes Address: 10749 South A St. Contractor License No: PARHOI.972PT Project Information: Project: Burnett Estates Description of Work: Plan M2965A3FT, Lot 5 Sq. Ft. per floor: (1st) 1174 (2nd) 1418 Heat Type (Electric, Gas, Other): GAS City: Tacoma Subdivision: Burnett Estates Contact: Thompson, Craig City: Tacoma Expires: 03/07/0766 Permit No: BLD-05-0381-YL Issue Date: 10/28/2005 (Work must be started within 180 days) Receipt No: 38914 Phone: 253-535-6504 State: WA Zip 98444 (3rd) 650 Garage 0 Fees. Item --- Item Fee Base Amt ------------------------ Building Permit 100-500k ----------- 1,959.75 ----------- 993.75 Building Plan Review 827.99 0.00 Mechanical Permit 78.25 0.00 Plumbing Permit 132.00 20.00 Sewer ERU 5,417.00 0.00 Sewer Inspection 145.00 0.00 Water ERU 1,500.00 0.00 Water Meter (SFD) 300.00 300.00 Water Deposit 40.00 40.00 Traffic Facilities Charge 757.50 0.00 Sewer Deposit 50.00 50.00 State Building Fee 4.50 4.50 TOTAL FEES: $11,211.99 Applicants Affadavit: Unit Fee Unit Rate 966.00 5.6000 0.00 0.0000 0.00 0.0000 112.00 7.0000 5,417.00 5,417.0000 145.00 145.0000 1,500.00 1,500.0000 0.00 0.0000 0.00 0.0000 757.50 750.0000 0.00 0.0000 0.00 0.0000 Lot: 5 Phone: 253-535-6504 State: WA Zip: 98444 Business License: Basement 0 No. Units Unit Desc 172.5000 $1, 000 0.0000 0.0000 16.0000 Fixture 1.0000 ERU 1.0000 ERU 1.0000 ERU 0.0000 0.0000 1.0100 Peak PM Trip 0.0000 0.0000 I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered in the State of Washington. Signature - Date ~ .~-- Firm s~ OFFICIAL USE ONLY # Sets of Prints;. Final Inspection: Date: L ~ U ~ ~ ~~~`~ By: :.,-s P -_r--..- .,.f-,gyn.,-m.._re°^r^?.+P 37 f :' ~ a ~ s -T ~ ~ e , .. ~ . $ ~ .x ~ ~ - .... ~ ~ " a ~ _ _- - - _ _~ ^~ L -------- ..I - - - ~^ -• * ~ .c:'~` ~ ..F~.~+~-.. - w r- sap i -i~* >< ~~:~a- •t a r: a ,~ _ ~-_ _ .~ ~,,;. a~,F ~x..9~....~e.m~1 ~_~ ~'EL:~1 ~ ~~ ~ _ ~~~...t~T Pry. 3 Q ~ s Ll ?.~ _ - ~ ..~. ~ 9 ~5,.- ~, 1 % ~-© ~a-t` ~ ~ ~,(~/33l~~~ 5~ 0 ,5 0 L.. ~fi ~ r,,,r n ti t-f ~S~f~, s $!~ v CITY OF YELM RESiDENT1AL BUILDING PERMIT APPLICATION FORM Project Address: ~ ~ ~ ~ p 9 ~~~ in/A~'. Sr Panel #: ~ % 7/ 3 ~/ ~~ 0 0 C% Subdivision: U ~~.f N~ ~ f 1= 5'~^u.~~s~ Lot #: ..~ ~ Zoning; s ~ r\ ~ %"~ ~; New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Plaoemerit ^ Other Project Descript~ n/Scope of Work ~~r ~~ - C S ~i c~-~c-vL ~_ ~. Project Value: ~ ~ ~ ~ fj L~ Building Area (sq. ft) 1~ Floor l ~.s' 2nd Floor ~ 7/~s Garage {D ~ .~` Deck Basement Carport Patio # Bedrooms ~~ # Bathrooms S Heating:~~Tl-IER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the panel? If yes, a completed environmental checklist must accompany permit applic~ion. ~` ~i ci.~, ~ ADDRESS ~'•'7 _ EMAIL i CITY1 c~.c`.r+cv+. ~: STATEyc ~c: • ZIP ~' S'~ ~ TELEPHONE ~. S'-~'-~ S~3 S` f S'O y LICENSE # ADDRESS EMAIL CITY STATE ZIP TELEPHONE ~- ~'~- '~- TELEPHONE App~~ EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # TELEPHONE - ~ ~--s`~ ~G ADDR S ' n r `"" C' EMAIL CITY ~~ i STATE i~.~'a~- ZIP,~~FAX CONTRAC DR'S LICENSE # 6 ~~u f ~ ~ 4 40~ IXP DATE 3 (TY LICENSE # G S~ C~0 ~1 y3/• CJ ,~;stct j~ t+ TELEPHONE 3- 7 G- ADDRESS ~/ `~ Tom" '~'" '= EMAIL CITY .,c.c!~ Ccyt ct-- STATE G 1a: Z1P ~! ;~4~y ~ FAX CONTRACTOR'S LICENSE #~:.: 4 BM t;~l~'T EXP DATE ITl( LICENSE # ~f = C~7 ib y ~ n Copy of mitigation agreement with Yelm Community Schools, if applicable. i hen'by oererrjr that the aUove infonrauion is correct and that the coon on, and the ocwpancy and the use of the atw~re dewed properly wHi be in accordance with the ~, rules and regulations of the state of w and the City of Yeim. ~~ ~~ ~ ~ ~~ M's Signature Contractor /Owner's Agerrt /Contractor's Agent (Please circle one.) Ap permits are non-transferable and will expire if work authorised by such permit is not begun wdfiin 180 days of issuance, or if work is suspended or abandoned for a period of 180 days ~n 0 0 N O c~ ~- v 0 105 Yelm Avenue West (360) 458-3835 ~E®~ Qym (360) 45~3144FEi% Yerr~, ~r~r, d~sa` uzou+.cz'_yeEnc.~sa.~s